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Permit D15-0018 - MUSEUM OF FLIGHT - AIRPARK STEEL ROOF
MUSEUM OF FLIGHT - Fla, I I rot] W, W11 9303 E MARGINAL WAY S D15-0018 City of Tukwila h 4R. • Department of Community Development « 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT Parcel No: 5729800020 Permit Number: D15-0018 Address: 9303 E MARGINAL WAY S Issue Date: 6/10/2015 Permit Expires On: 12/7/2015 Project Name: MUSEUM OF FLIGHT - AIRPARK Owner: Name: MUSEUM OF FLIGHT FOUNDATION Address: 9404 E MARGINAL WAY S , SEATTLE, WA, 98108 Contact Person: Name: NATHAN MESSMER Phone: (206) 973-1695 Address: 110 UNION ST STE 300, SEATTLE, WA, 98101 Contractor: Name: SELLEN CONSTRUCTION CO., INC Phone: (206) 682-7770 Address: 227 WESTLAKE AVE N , SEATTLE, WA, 98109-0970 License No: SELLEC*372N0 Expiration Date: Lender: Name: MUSEUM OF FLIGHT FOUNDATION Address: 9404 E MARGINAL WAY S , SEATTLE, WA, 98108 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW STEEL ROOF STRUCTURE ATTHE MUSEUM OF FLIGHT'S WEST CAMPUS TO PROTECT LARGE AND SMALL AIRCRAFT. Project Valuation: $16,565,098.24 Fees Collected: $152,836.45 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: IB Occupancy per IBC: A-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 M Permit Center Authorized Signature: o,,.(�&/� �DIS I hearby certify that I have read and examine is permit and know the same to be true and correct. All provisions of law and ordinances governing t is work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constr ction or the performance of work. I am authorized to sign and obtain this development per 't and agre conditions attached to this permit. J { Signature: Dater ` J Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 10: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (IFC 1008.1.10) 8: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 9: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT' shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT' shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.6) 11: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1011.6.3) 7: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 13: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.3.1) 12: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 16: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 17: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 18: Fire hydrants are required as detailed in City Ordinance #2052. 20: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 21: Fire hydrants shall be oriented in the direction of fire apparatus access. 22: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4- foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 23: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 24: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 19: Fire hydrant installation requires a Public Works permit. 27: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 25: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 28: ***BUILDING PERMIT CONDITIONS*** 29: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 30: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 31: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 32: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 33: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 34: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 35: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 36: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 37: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 38: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 39: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 40: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 41: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 42: Special inspection for sprayed fire-resistant materials applied to structural elements and decks is required. Special inspections shall be based on the fire -resistance design as designated in the approved construction documents. 43: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 44: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 45: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 46: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 47: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 48: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 49: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 50: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0101 PRE -CONSTRUCTION 0401 ROOF SHEATHING 4037 SI-CAST-IN-PLACE 4029 SI-COLD-FORM TRUSS 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4036 SI-DRIVEN DEEP FOUND 4046 SI-EPDXY/EXP CONC 4038 SI-HELICAL PILE 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4039 SI-SEISMIC RESTIST 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING CITY OF TUKN"�A Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hiM://www.TukwilaWA.2 Building Permit No. 001 Project No. Date Application Accepted: Date Application Expires:p use CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" SITE LOCATION King Co Assessor's Tax No.: 5730000010, 5729800010 Site Address: 9229 East Marginal Way South Suite Number: Floor: Tenant Name: The Museum of Flight New Tenant: ❑ .....Yes ®..No PROPERTY OWNER Name: The Museum of Flight Address: 9404 East Marginal Way South City: Seattle State: WA zip: 98108 CONTACT PERSON — person receiving all project communication Name: Nathan Messmer Address: 110 Union Street, Suite 300 City: Seattle State: WA zip: 98101 Phone: (206) 973-1695 Fax: (206) 973-1701 Email: nmessmer@srgpartnership.com GENERAL CONTRACTOR INFORMATION Company Name: Sellen Construction Company Address: 227 Westlake Avenue North City: Seattle State: WA zip: 98109 Phone: (206) 682-7770 Fax: (206) 623-5206 Contr Reg No.: SELLEC*372N0 Exp Date: 06/O1/2' Tukwila Business License No.: BUS , 0996622. ARCHITECT OF RECORD Company Name: SRG Partnership, Inc. Architect Name: Richard Zieve Address: 110 Union Street, Suite 300 City: Seattle State: WA zip: 98101 Phone: (206) 973-1700 Fax: (206) 973-1701 Email: rzieve@srgpartnership.com ENGINEER OF RECORD Company Name: Magnusson Klemencic Associates Engineer Name: Greg Briggs Address: 1301 5th Avenue, #3200 City: Seattle State: WA zip: 98101 Phone: (206) 215-8368 Fa": (206) 292-1201 Email: gbriggs@mka.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: The Museum of Flight Address: 9404 East Marginal Way South City: Seattle State: WA zip: 98108 H:\Applications\FornwApplications On Line\201 I ApplicationsTertnit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Page] of 4 BUILDING PERMIT INFORMATION )6-431-3670 Valuation of Project (contractor's bid price): $ 16,510,672 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Construction of a new steel roof structure at the Museum of Flight's west campus to protect and exhibit large and small aircraft. Will there be new rack storage? ❑..... Yes ®.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor 134,724 IB A3 2 nd Floor Yd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 109 Compact: 0 Handicap: 5 Will there be a change in use? El ....... Yes Z....... No If "yes", explain: FIRE PROTECTION/11AZARDOUS MATERIALS: ❑ ....... Sprinklers ❑ ....... Automatic Fire Alarm 0 .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes 0 .......No If `yes', attach list of materials and storage locations on a separate 8-112"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 Page 2 of 4 bh 11 PUBLIC WORKS PERMIT INFOI, , TION — 206-433-0179 Scope of Work (please provide detailed information): *Submitted separately* Work includes demolition of existing pavement and utilities, relocated sanitary sewer line, new and relocated fire service, new storm drain infrastructure, improved public sidewalk, landscaping, and replaced asphalt and concrete paving. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ® ...Tukwila ❑ ... Water District #125 ❑ .. Higbline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ® ...Tukwila ❑ ... Valley View ❑ . Renton El.. Seattle ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): *Technical Information Report submitted with Public Works Permit* ® ...Civil Plans (Maximum Paper Size — 22" x 3411) ® ...Technical Information Report (Storm Drainage) ®.. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ® ...Construction/Excavation/Fili - Right-of-way Non Right-of-way Vj ® ...Total Cut 19,158 cubic yards ® ...Total Fill 12,963 cubic yards ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ® ...Cap or Remove Utilities ❑ .. Curb Cut ® ...Frontage Improvements ®.. Pavement Cut ❑ ...Traffic Control JZ Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size............ " ❑ ...Sewer Main Extension.............Public ❑ ❑ ...Water Main Extension.............Public ❑ WO# WO# WO# Private Private E ❑ .. Grease Interceptor ❑ .. Channelization ® .. Trench Excavation .. Utility Undergrounding ❑... Deduct Water Meter Size " FINANCE INFORMATION Fire Line Size at Property Line 8", 10" Number of Public Fire Hydrant(s) ® ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: The Museum of Flight Mailing Address: 9404 East Marginal Way South Water Meter Refund/Billing: Name: The Museum of Flight Mailing Address: 9404 East Marginal Way South 5 Day Telephone: (206) 764-5720 Seattle WA 98108 City State Zip Day Telephone: (206) 764-5720 Seattle WA 98108 City State zip H:VApplications\Forms-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Print Name: Nathan Messmer Day T Mailing Address: 110 Union Street, Suite 300 Seattle City Date: v4fiLr (206) 973-1695 WA 98101 State Zip H:\ApplicationstForms-Applications On Line\2011 ApplicationsTertnit Application Revised - 8-9-1 l.docx Revised: August 2011 bb Page 4 of 4 Date Paid: Monday, May 02, 2016 Paid By: MUSEUM OF FLIGHT-AIRPARK Pay Method: CHECK 86955 Printed: Monday, May 02, 2016 11:08 AM 1 of 1 i(r)T SY57EM5 Date Paid: Thursday, February 11, 2016 Paid By: THE MUSUEM OF FLIGHT Pay Method: CHECK 85870 Printed: Thursday, February 11, 2016 1:21 PM 1 of 1 RWsrsreMs Date Paid: Wednesday, November 18, 2015 Paid By: MUSEUM OF FLIGHT Pay Method: CHECK 84939 Printed: Wednesday, November 18, 2015 11:34 1 of 1 r l .; ,y,?!-Mr AM DESCRIPTIONS• PermitTRAK QUANTITY PAID $66,907.48 D15-0018 Address: 9303-E MARGINAL WAY S Apn: 5729800020 $66,907.48 DEVELOPMENT $62,942.97 PERMIT FEE R000.322.100.00.00 0.00 $62,938.47 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $3,964.51 TECHNOLOGY FEE TOTALi$66,907.48 R000.322.900.04.00 0.00 $3,964.51 Date Paid: Wednesday, June 10, 2015 Paid By: MUSEUM OF FLIGHT FOUNDATION Pay Method: CHECK 82590 Printed: Wednesday, June 10, 2015 1:52 PM 1 of 1 �� �`. -. �k� GY5tEM5 Date Paid: Wednesday, October 14, 2015 Paid By: MUSEUM OF FLIGHT FOUNDATION Pay Method: CHECK 84373 Printed: Wednesday, October 14, 2015 12:29 PM 1 of 1 (r)TSY57EM5 DESCRIPTIONS• PermitTRAK • ` _-__PAID $85,928.97 D15-0018 Address: 9303 E MARGINAL WAY S Apn: 5729800020 $85,928.97 DEVELOPMENT $85,928.97 PERMIT FEE R000.322.100.00.00 0.00 $16,351.78 PLAN CHECK FEE R000.345.830.00.00 0.00 $51,538.66 STRUCTURAL CONSULTANT E000.08.559.600.41.00 0.00 $18,038.53 TOTAL FEES PAID BY RECEIPT::: mu) V'e lei pb Date Paid: Monday, January 26, 2015 Paid By: MUSEUM OF FLIGHT FOUNDATION Pay Method: CHECK 80696 Printed: Tuesday, March 24, 2015 11:00 AM 1 of 1 (r�!Pplpf SYSTEMS Date Paid: Monday, January 26, 2015 Paid By: MUSEUM OF FLIGHT FOUNDATION Pay Method: CHECK 80696 Printed: Monday, January 26, 2015 4:30 PM 1 of 1 (rlpSYSTEMS I�� 00 lb 0 Add Valuations Description QTY Units Unit Cost Amount A-3 $24,849,841.80 .............. . ... ... . .................. I .................. .............. .......... ..... ...... .......... - .. . ..................... . ............. . .... . ............................................................... . ...................... ........ . ..... . ........ IB-ASSEMBLY - GENERAL, lo COMMUNITY HALLS, LIBRARIES, 13472.4 EA $184.45 �=$24,849841 -8-0 MUSEUMS Q Job Value: $24,849,841.80 ................... �oAdd ilPay .,;Refund �,Recelpfs %History ODeposfts -r-Invoicing 14Un-Pay Description City Amount Comments Paid Invoice DEVELOPMENT $85,928.97 01126115 CHECK .......... I .................... . ........... . ........... . ........... . ..... .... . .... .... 1--1 .............. I .......... ...... ..... ........... . ........... I .. ..... .... I . ..... ........ —.1 .. ..... .......... .. ....... I .... ...... .......................... PLAN CHECK FEE $63,651-09— LESS FOUND... ... ......11000,345.830-00-00 ..................... ................. . ... . ... ....... ..... ....... . ... . ... . ...... .............. ......................... . ....................... .... .................... . ....... - ---------- STRUCTURAL CONSULTANT S22,277.88 LESS FOUND ... E000,08,559.600.41,00 40 It DEVELOPMENT $116,572.75 © Add Valuations Description CITY Units Unit Cost Amount r� ) A-3 ............. ...... ..... ..._-_.._....----........----_._.....--_.._..... .. TENANT IMPROVEMENT VALUE t+) TENANT IMPROVEMENT VALUE $24,849,841.80'- _.._._._.__... _.......------._..._._._...._.........._._.. -- -- -- -4143469 EA $1.00 ($4,143,469.00).y -4141274.56 EA $1.00 ($4,141,274.56) • t Job Value: $16,565,098.24 OAdd , ay ,iRetund --.Receipts (tHistory QUeposlts ; lnvoicing %Un-#gay Description Qty Amount Comments Paid Invoice DEVELOPMENT $148,871.94 _._._ .... - -------------- --------------- ------- - - ----- _ _ . ..... - •----------------- --- - ._... _......... STRUCTURAL CONSULTANT 1 QQ «� E000.08.559.600.41.00 S18,038.53 d ............................. V ._..___ _.....-.._.-_.._...._ ---------------- ---..........._..__... _......_.._..-----.._..----......---------...................... PERMIT FEE $79 299.25 R000.322-100.00.00 ____-----.__.._._..__,___ PLAN CHECK FEE R 00.345 830.OD. 0--_---- $51^538 66 -- __.—� • �� (• O� WASHINGTON STATE •/ SURCHARGE 54.50 $640.237.114 +y TECHNOLOGY FEE 53,964.51 R000.322.900.04.00 P giryann.-�u�m �¢ FuykG 0 ]INSPECTION RECORD(2-\) S �6�1 v Retain a copy with permit INS ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P 'et- Typ Uppection: , A ress: t t Oatf Calle Special Instructions: V Date Wa a.m. --�� P.M. equester: Phone No: 'inspector: 4/Z Iuate.S 3 M REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. g � INSPECTION RECORD ��� ©©�� Retain a copy with permit ECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PX V- Type do � / . ASLdress: r oil)0 3 r�<c c rya Date Calle Q . Special Instructions: j d Date Wan wl a.m. .`� p..m. equester: . P one No: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I'M INSPECTION RECORD o 3 Retain a copy with permit PT = (" IN TION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350, Pr 'eet: mribxK Type o In3 echo : a wra ress: ' Date Cal e F a Special Instructions: Date , anted: f r(a.m. equ to one o: REINSPECTION FEE REQUIRED., Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Flits ICJ INSPECTION RECORD Retain a copy with permit l% l5-- 0'/ O INSPECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98.188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr "ect: Typ a Inspection: ` r A ress: ' � ` Q F I ate Galle - Special instructions: /'l Date �mted: — a.m. �:,-1 Z- —,A ._� p.m. e ester• ,p �- Q.�jJ c7 Li r hl kt'C, one N . REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. K.- INSPECTION RECORD OV Retain a copy with permit D +5- 00' INS ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: /+�%, / k p lj �( Type of in ection: Address: a Ca1le¢t-+ 1 Special Instructions:115atfWanted:� ea.rn. Requester: -" i �tt Ai Wt one No: oApproved per applicable codes. ElCorrections required prior to approval. /3 M REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal( to schedule reinspection. INSPECTION RECORD 17 Retain a copy with permit I.?F5 �t INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj t Type IInspec •on: A d s: r ti( (� UR D t ailed: o Special instructions: Dat W(ntg a.m. l p.m. euester• q• it P onp N 11 Approved per applicable codes. E Corrections required prior to approval. ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �Q—f INSPECTION RECORD< i c� ,.' Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-44n7 Project: -R 44 Type of Inspection: Address: 3,c, 3 �� ;( Contact Person: Suite #: Special Instructions: Phone No.: .Approved per applicable codes. Corrections required prior to approval. COMMENTS: a --I- �C Am Y6�i Needs Shift Inspection: Sprinklers: 6 Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: � -�`� `� Date: 4�tMo-Hrs.: 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: T —Company Name: Address: city: State: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 11: MaYES TESTING ENGINEERS., INC. March 28, 2016 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attention: Building Official Re: Museum of Flight Aviation Pavilion Final Letter 9404 East Marginal Way South Permit No. D15-0018 Tukwila, WA Project No. L15190 s&Imeofte 20225 Cedar VaEey Road Site 110 L"mood, WA98036 ph425.7429360 tD<425.745.1737 Tacoma Office 10029 S. Tacoma way S.rile E-2 Taooma, wA99499 ph 253.584.3720 fax253.584.3707 Faffandorrce 7911 NE 33rd Dme Suit 190 Portland, OR 97211 ph 503.281.7515 fax503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Structural Steel Erection • Structural Steel Fabrication To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425/742-9360. Sincerely, Mayes Testing Engineers, Inc. Michael J. Mayes, P.E. President RECEIVED CITY OF TtJkWILA MAY 0 2 2016 (PERMIT CENTER January 29, 2 71 6 d E'cctrical Plumbing Gas Piping of Tukwila DNISIO I IONS oice in Dayli tipe sh^'i h'! :,` Or 1p ,.:t ,ihth,:: ; nr e to thA scope ar ?c 'o'.�"I of NOTr' G,�Ficlii'Ig =1r �du,+! 0,1a! e SRG Partnership Attn Elias Gardner Re: Museum of Flight Canopy Structure Elias, Attached are the primary glass calculations based on the loading that was provided below. • 25 lb show • 17 lb downward wind • 24 psf upward wind We are in the process of final detailing for fasteners. I have attached the glass loading chart that show we are in compliance. Please let me know iadditionalinformation is needed at th' lime. �y n Thanks „� �COPY !T Permit No. P it . "al Plan review aWrovs41 is subject to errors and orni lsions. 1 Approval of consirw;jiun documents does nor,lOri�f3 �rng the viola&!! Of adoptou code or vrdin€ ace. Reccipt r--1n9 of approvo.:d Fi #d Copy and caf-1di,L, i;; 1s aClirlOWledged: A �� ev. _ ©ate4--5) _' , —/5 w CORRE TI N Gity �>� I U ; a 1 TR# BUILDING DIVISION +o REVISION N0; 3, REViEWEO FOR CODE COMPLIANCE APP*&&I) FES 0 4 20% City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 9 2016 PERMIT CENTER 1210 Homann Drive SE • Lacey, WA 98503 1 Tel: 360.459.8411 1 Fax: 360.438.9401 1 www.laceyglass.com Glass Load Resistance Report -- Museum of Flight Airpark Glazing Information Edge Supports: 2 Sides Glazing Angle: 2° Lite Dimensions: Unsupported Length: 42.0 in. Supported Length: 122 in. Glass Construction (Rectangular) Single Glazed Lite { Heat Strengthened } Interlayer Type: PVB Outboard Ply Thickness: 1/4 in. Interlayer Thickness: 0.06 in. Inboard Ply Thickness: 1/4 in. Nominal Thickness: 1/2 in. Project Details Project Name: Museum of Flight Airpark Location: Tukwilla WA Comments: Short Load Duration Resistance and Deflection Data Load (— 3 sec.) + Glass Weight: 17.8 psf Outward Acting Load Resistance: 86.4 psf Approximate center of glass deflection: 0.1 in. Outward Deflecting Long Load Duration, Resistance, and Deflection Data Load (— 30 days) + Glass Weight: 31.2 psf Load Resistance: 56.2 psf Approximate center of glass deflection: 0.18 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Statement of ComDliance Procedures followed in determining the resistance of this window glass are in accordance with ASTM E1300-04 Disclaimer: This software can be used to determine the load resistance of specified glass types exposed to uniform lateral loads of short or long duration subject to the following conditions: The glass is free of edge and surface damage and has been properly glazed in the opening in conformance with the manufacturers recommendations. Procedures exist to determine load resistance for rectangular glass assemblies that are: a. Continuously supported along all four edges, b. Continuously supported along three edges, c. Continuously supported along two parallel edges, and d. Continuously supported along one edge. The software user has the responsibility of selecting the correct procedures for the required application from the software. The stiffness of members supporting any glass edge shall be sufficient that under design load, edge deflections shall not exceed U175, where L denotes that length of the supported edge. The manufacturer states that the Safety Plus II 0.090 Polyurethane Large Missile Resistant interlayer is comparable to the PVB interlayer. The non -factored load values for laminated glass are representative of test data and calculations performed for an interlayer at a temperature of 50° C (122° F). For other limiting conditions that may apply, refer to Section 5 of ASTM E1300 and local building codes. Neither SDG nor GANA guarantees and each disclaims any responsibility for any particular results relating to the use of the Window Glass Design 2004 Software Program. SDG and GANA disclaim any liability for any personal injury or any loss or damage of any kind, including all indirect, special, or consequential damages and last profits, arising out of or relating to the use of the Window Glass Design 2004 Software Program. Prepared by: P Zeutenhorst on 1/29/2016 Window Glass Design 2004 - Version [1.22] Copyright © 2007 SDG, Inc. Page 1 of 1 I \ s Kit>ap Transit '; remert zY 41 Tanner Springs Park Portland, OR i '00 f Rose Gar , or a AN I ��, �:/ 00 Yip �1�► raw 4 son 1 v1 15�dbjlealth. Bellevue, WA ■dEMy ASO 1 fern Bellevue. WA 0 fiercer Vier Community Center, Mercer View, WA MEN GMm? SPECIFICATIONS PERMIT SUBMITTAL 26 JANUARY 2015 I ZE\kVVED FOR CODE COMPLIANCE APPQOVED } JUN 0 4 2015 City of Tukwila BUILDING DIVISION COVERED AIRPARK MUSEUM OF FLIGHT 9404 E MARGINAL W,_AyO SEATTLE `l ` � b 15- oo 18 SEATTLE, WASHINGTON SRG PORTLAND, OREGON WWW.SRGPARTNERSHIP.COM t �1,�015 70(S_-�o5-00 RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER TABLE OF CONTENTS SECTION 00 01 01 - 1 { DIVISION 1 GENERAL REQUIREMENTS Section 01 1100 Summary of Work Section 01 1400 Work Restrictions Section 01 31 00 Project Coordination Section 01 31 19 Project Meetings Section 01 3213 Scheduling of Work Section 01 3300 Submittal Procedures Section 01 3316 Delegated Design Requirements Section 01 3500 Special Procedures Section 01 4200 References Section 01 4500 Structural Testing Inspection and Quality Assurance Section 01 5000 Temporary Facilities and Controls Section 01 5713 Temporary Erosion and Sediment Control Section 01 6000 Product Requirements Section 01 71 23 Field Engineering Section 01 7329 Cutting and Patching Section 01 7419 Resource Recovery and Recycling Section 01 7700 Closeout Procedures DIVISION 2 EXISTING CONDITIONS Section 0241 00 Selective Site Demolition DIVISION 3 CONCRETE Section 03 10 00 Concrete Forming and Accessories Section 03 20 00 Concrete Reinforcing Section 03 30 00 Cast -In -Place Concrete DIVISION 4 MASONRY - Not Used DIVISION 5 METALS Section 051200 Structural Steel Framing Section 05 12 50 Buckling Restrained Braces Section 0521 00 Steel Joist Framing Section 0531 00 Steel Decking Section 05 40 00 Structural Metal Framing Section 05 50 00 Metal Fabrications DIVISION 6 WOOD & PLASTICS — Not Used DIVISION 7 THERMAL AND MOISTURE PROTECTION Section 07 54 00 Thermoplastic Membrane Roofing Section 07 62 00 Flashing and Sheet Metal Work Section 07 72 00 Roof Accessories 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL TABLE OF CONTENTS SECTION 00 01 01 - 2 DIVISION 8 DOORS AND WINDOWS Section 08 63 13 Plastic Glazed Skylights DIVISION 9 FINISHES Section 0921 00 Gypsum Board Section 09 90 00 Painting DIVISION 10 SPECIALTIES Section 10 44 13 Fire Extinguishers and Cabinets DIVISION 11 EQUIPMENT - Not Used DIVISION 12 FURNISHINGS - Not Used DIVISION 13 SPECIAL CONSTRUCTION - Not Used DIVISION 14 CONVEYING SYSTEMS - Not Used DIVISION 21 FIRE SUPPRESSION - Not Used DIVISION 22 PLUMBING DIVISION 23 HVAC - Not Used DIVISION 24 INTEGRATED AUTOMATION - Not Used DIVISION 26 ELECTRICAL DIVISION 27 COMMUNICATION DIVISION 28 ELECTRONICS SAFETY AND SECURITY DIVISION 31 EARTHWORK Section 31 0000 Earthwork Section 31 1100 Clearing and Grubbing Section 31 6216 Driven Steel Piles 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TABLE OF CONTENTS SECTION 00 01 01 - 3 DIVISION 32 EXTERIOR IMPROVEMENTS Section 3211 23 Aggregate Base Courses Section 32 12 10 Tack Coats Section 32 12 16 Asphalt Paving Section 32 13 13 Concrete Paving Section 32 13 20 Site Concrete Finishes Section 32 17 23 Pavement Markings Section 3231 13 Chain Link Fence and Gates Section 32 84 00 Irrigation Section 3291 00 Planting Soils Section 32 92 00 Turfs and Grasses Section 32 93 00 Plants DIVISION 33 UTILITIES Section 33 17 00 Water Distribution Section 33 35 00 Sanitary Sewerage Section 33 43 00 Storm Drainage Section 33 46 13 Foundation Drainage END TABLE OF CONTENTS 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL SUMMARY OF WORK SECTION 01 11 00 - 1 PART1 GENERAL 1.1 SUMMARY A. SRG Partnership, Inc. has prepared Permit Documents titled Covered Airpark, Museum of Flight, dated January 26, 2015. Contract requirements include materials, products, equipment, labor, and delegated design responsibility for select building systems for which the Contractor shall provide the services of a registered professional engineer all as necessary for erection of new covered exhibit space of approximately 10,000 square feet and related site improvements. B. Work of the Contract may be summarized by references to the Agreement, General Conditions of the Contract and any Special and Supplementary Conditions thereto, the Specifications, Drawings, addenda and modifications to the contract documents issued subsequent to the initial printing of this project manual and including but not necessarily limited to printed material referenced by any of these. C. Time to Complete the Work: Contractor shall achieve Substantial Completion as certified by the Architect within the time stipulated elsewhere in the Contract. 1.2 PROJECT CONDITIONS A. Premises Available to the Contractor: Work area is restricted to the Work Limit Line indicated and as necessary to allow for Owner occupancy and use by the public. Areas outside of this will not be available; do not disturb portions of the premises outside the Work Limit. Work area will not be available beyond the interval stipulated for completion of the Work B. Owner Occupancy: The Owner will occupy the Museum of Flight campus and the Covered Airpark building during the entire period of construction. Normal operation of Museum facilities shall continue uninterrupted throughout all construction activities. Cooperate fully with the Owner and their representative during construction operations to minimize conflicts and to facilitate Owner usage. Perform the work so as not to interfere with the Owner's operations. Allow convenient and unobstructed use of building facilities, including barrier free access and pedestrian and vehicular entrances, exits and parking areas. C. Owner reserves the right to place and install equipment and to occupy completed areas of the Project, before Substantial Completion, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of the total Work. 1.3 OWNER -FURNISHED PRODUCTS A. Owner may elect to furnish certain products, equipment or furnishings. The Contractor. shall provide all work necessary for systems needed to support and serve Owner furnished product, equipment and furnishings including but not limited supplemental structure for support and attachment and connections to building mechanical, plumbing, electrical, communications and controls systems. Owner responsibilities will be to arrange and pay for delivery of Owner -furnished items according to Contractor's Construction Schedule. Provide necessary submittals such as Shop Drawings, Product Data, and Samples for the Contractor's information and coordination of the Work. Replacement of items damaged, defective or missing at the time of inspection during delivery and receipt at the Project. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL SUMMARY OF WORK SECTION 01 11 00 - 2 Contractor responsibilities shall be to designate delivery dates for Owner -furnished items in Contractor's Construction Schedule (subject to Owner's agreement). Review submittals and return them to the Architect noting discrepancies, anticipated problems in use of product, and coordination with the Work. Receive, unload, handle, protect and store Owner -furnished items at the Project site. Contractor shall replace Owner -furnished items damaged following receipt at the Project and damage resulting from Contractor's operations. Coordination of the Work with Owner -furnished items and incorporate these items into the Work. Instruction of Owner staff, Warranty and maintenance required after installation. Owner and Contractor will be mutually responsible to inspect delivered items at the Project for damage, defects, and missing items, items will be inspected on the day they arrive at the Project. Arrange for manufacturer's field services during and subsequent to installation and for ensuring the Work qualifies for any special warranty required. 1.4 MISCELLANEOUS PROVISIONS A. Mechanical and Electrical Work for General Construction work products of Divisions 2 through 14 shall be provided per requirements of Divisions 21, 22, 23, 26 and 27 Sections, including but not limited responsibility for delegated design work. 1. Service Characteristics, Location and Connection: Provided as necessary for normal function of each unit of general work. 2. General Work: Coordinate for proper connection and utilization of available services, as required. PART 2 PRODUCTS -- Not Used PART 3 EXECUTION -- Not Used END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL WORK RESTRICTIONS SECTION 01 14 00 - 1 PART GENERAL 1.1 SUMMARY A. Section includes restriction on Contractor access and use of the premises for Work of the Contract. These requirements are in addition to requirements for Owner occupancy in Section 01 11 00 and requirements contained in technical Sections of the Project Manual. 1. Schedule, sequence and otherwise conduct the Work to prevent interruption and adverse impact to the Owner's normal use and occupancy of the Museum campus and facilities. 2. Encumber the site neither with materials nor equipment. Stockpiling and storage of materials, recycling and debris shall be contained within the area designated by the Work limit line. 1.2 CONTRACTOR USE OF PREMISES A. The GMP shall include all expenses, fees and costs directly and indirectly associated with limitations on access and traffic routes, delivery, storage and loading areas, traffic planning and control, after-hours and premium time and off -site storage resulting from Contract requirements and restrictions. Where Owner's facilities and services made available for the Contractor's use are not adequate to fulfill Contract requirements and facilitate efficient and timely execution of the Work the Contractor shall provide supplemental facilities and services as necessary to ensure efficient and timely execution of the Work at no change in Contract amount. B. Throughout the Contract time use and maintain the existing building in a safe condition, secured against damage due to weather exposure, unauthorized access and all other potential sources of damage. Damage occurring during construction operations shall be repaired at no additional cost to the Owner. 1. Keep public areas such as hallways, stairs, elevator lobbies and toilet rooms free from accumulation of waste material, rubbish or construction debris. 2. Permit neither smoking nor open fires within the building and the areas available to the Contractor for performance of the Work. 3. Use of existing toilet by contractor personnel is not permitted. Provide temporary facilities per Section 01500 requirements. 4. Perform the Work without disruption to required building exist and exit routes including but not limited to exit corridors, stairways, lobbies and exterior egress from the building. Exit discharge shall provide a barrier free route of travel to an area of refuge acceptable to fire authorities and sufficiently sized to provide safe refuge to double the number of people for which the exit is sized. C. Work requiring access to areas outside of the Work Limit Line and work causing noise, vibration or other nuisance that may interfere with the Owner's occupancy: Performed outside the Owner's normal operating hours of 8 AM through 6 PM daily. 1.3 PROJECT CONDITIONS A. Location of existing utilities in areas of Work both inside and outside of buildings is the Contractor's responsibility regardless of whether the utility line is indicated on the Contract Documents or not. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL WORK RESTRICTIONS SECTION 01 14 00 - 2 Location of existing underground utilities in areas of Work is Contractor's responsibility regardless of whether indicated on the Contract Documents or not. Comply with requirements of Washington Regulation Title 19 RCW Business Regulations - Miscellaneous Chapter 19.122, Underground Utilities and the Washington Utilities Coordinating Council B. Maintain continuity of service, and prevent damage due to the Work. Damages and loss occurring due to unscheduled service interruption resulting from the Work and failure of temporary service shall be the Contractor's responsibility. Service interruptions required for the Work shall be scheduled with the Owner not less than 14 days in advance of the interruption. 1. Interruption: Advance scheduling and written authorization required. 2. Provide temporary services during interruptions to existing utilities as acceptable to Architect and governing authorities. C. Hot Work: Procedures that may elevate the risk of fire due to heat, sparks, open flame or any other cause. Useful guidelines for how work procedures may be found in Factory Mutual's FM Global Loss Prevention Data Sheet Hot Work Management 10-3. Provide advance notification as required and perform the following as a minimum. 1. Remove combustible materials, debris and dust within 35 feet of work area and protect combustible materials that can not be removed 2. Enclose fire risk with non-combustible screens, blankets and other suitable protection. 3. Provide fire watch during and following performance of the work at the work site and all adjacent floors or locations as appropriate to the hazard. 4. Supplement normal fire extinguishing equipment during the fire watch period. 1.4 TRAFFIC, ACCESS AND PARKING A. Contractor's Access to Project: Limited to designated approaches and shall not interfere with the Owner's occupancy. 1. Keep existing driveways, parking areas, public transportation stops, walkways and entrances clear and available to the Owner and the public at all times; do not use for parking or storage of materials. 2. Conduct the Work to allow uninterrupted access for emergency vehicles and services to the Project, and all adjacent areas. 3. Promptly clean up debris and construction material dropped on traffic and loading areas maintain service access ways and streets to the satisfaction of the Owner's Representative. B. When alternative routing and scheduling to avoid interference with routine street and sidewalk traffic would prevent proper performance of the Work, provide a satisfactory detour affording safe passage of traffic around or over the interference. Temporary construction support facilities shall comply with Section 01 50 00 requirements. Provide advance notice to the Owner where traffic interference and detours may impact Owner occupancy. C. Protect finished surfaces and assemblies and facilities on permanent access routes from damage due to Contractor activities. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL WORK RESTRICTIONS SECTION 01 14 00 - 3 D. Access For Material Deliveries To The Project: Service and loading area is shared by contractors, vendors, and Owner deliveries. Coordination with other users is Contractor's responsibility. Designated location for deliveries for the Project: May be shared with other Owner activities, vendors and other Owner -Contractors. . a. The Owner Shall have Priority Use of Loading area between 7:00 Am and 10:00 AM daily. Coordinate Project material delivery and removal during these times with the Owner. b. Project material delivery and removal outside these hours: On a first -come -first - served basis in coordination with other users. E. Limited parking may be available on the Owner's facilities (lots). The number of parking spaces available, the time and duration of availability will be determined by the Owner, and is subject to change as determined by the Owner, and as necessary to accommodate the Owner's occupancy. Changes in parking provided by the Owner shall not be a basis for claims against the Owner. Unauthorized Parking in Owner facilities may result in vehicle towing or impound without prior notice at the Contractor's risk and expense. F. Store neither vehicles, equipment and materials nor traffic in landscaped areas. Any plant materials damaged as a result of the performance of this work will either be replaced with new plant materials equal in size to those damaged or by payment of an amount representing the value of the damaged material as determined by the Owner. G. Permission for access to the site may be revoked for any and all persons who violate the Owner's traffic regulations, including speed limits, parking restrictions and permit requirements. 1. Compliance with Owner Vehicular Access Requirements: The Contractor's responsibility for Contractor personnel, operating forces and deliveries. 2. Lock secure vehicles and other mechanized and motorized construction equipment from unauthorized use. Leave neither vehicles nor equipment unattended with the motor running or the ignition key in place. 1.5 ADVANCE NOTICE REQUIREMENTS A. Provide advance notice to the Owner for activities that could affect the Owner's normal occupancy; scheduling of such activities is subject to Owner approval. The Owner shall have the right to require alternative scheduling or sequencing of Work with neither penalty nor modification to Contract Time and Sum when necessary to prevent disruption of Owner's occupancy. All costs and damages. incurred by the Owner due to Contractor's failure to comply with advance notice and scheduling requirements shall be the responsibility of the Contractor. 1. Access and Contractor operations outside of conventional business hours require advance approval by Owner and coordination with Owner's security program. 2. Access to areas outside of the Work Limit Line, and work causing noise or vibration that may interfere with the Owner's occupancy: Coordinate with and approved by the Owner in advance of execution. B. Interruption of Utilities Serving Owner Occupied Areas: Advance notice and Owner approval is required regardless of magnitude or duration. Schedule utility interruption for times that will minimize disruption to Owner occupancy. Submit completed SHUTDOWN REQUEST at least 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL WORK RESTRICTIONS SECTION 01 14 00 - 4 fourteen days prior to requested shutdown date. Sample of request form is included at end of this section. Identify existing utilities whether indicated or not and protect from damage. C. Hot Work Permit: Seven days advance notice is required for activities that may elevate fire hazard or otherwise produce gases or particulates capable of activating ionization or smoke/heat detectors. Such work may include but is not limited to concrete cutting, brazing, grinding, welding and soldering. Notice requirements include submittal of a completed HOT WORK PERMIT, a sample of which is attached at the end of this Section. Alarm events resulting from Contractor's failure to comply with advance notice and permit requirements shall be the Contractor's responsibility without modification to Contract Amount nor Time. D. Traffic Interruption: In addition to authorization from regulatory agencies, provide 14 days advance notice and obtain written authorization Comply with Utility Shutdown requirements for elevator service interruption as necessary to provide required accessibility upgrades. Temporary Traffic Controls: Provide as necessary for duration of interruption. 1.6 DAMAGE AND RESTORATION A. Restore or replace as directed by the Owner's Representative damage to existing and new Work including but not limited to landscaping, paving, roads and sidewalks damaged as a result of the performance of this work at no change in Contract amount. B. Restoration: Equal to the physical and aesthetic characteristics of the original work. Finishes shall match the appearance of similar existing adjacent work. Comply with repair requirements for cutting and patching work. C. Remove and replace unacceptable restoration work; where work can not be acceptably restored as determined by the Owner's Representative provide new work as directed. PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PROJECT COORDINATION SECTION 01 31 00 - 1 PART1 GENERAL 1.1 SUMMARY A. The Contractor shall use their best skill and attention to coordinate all aspects of the Project and plan the Work in advance of execution so as to achieve each of the following objectives. The Owner is responsible to compensate the Contractor neither for costs nor lost time incurred due to Contractor's failure to meet the objectives required for Project Coordination. 1. The Contractor shall anticipate and thereby prevent circumstances that could necessitate the need for alteration of work following execution. 2. Avoid the need for alteration of existing work not documented in the Contract. 3. Avoid alteration of new work once it has been executed. 4. Expedite progress so as to complete the Work within the Contract Time or in advance of scheduled milestones. 5. Prevent conflicts among the various trades engaged in the Work. 6. Prevent conflicts between existing construction to remain and new work. B. Coordination of Delegated Design Work: Include but is not limited to responsibility for every interface with other building systems and construction, support, attachment to and from structure whether primary or secondary, utility services and connections, seismic bracing and all other aspects of the work. C. When notified by the Owner's representative the Contractor shall provide for the occurrence of work by other prime contractors at the Project site over the course of the Work. Such work may affect site and building access, utilities and other aspects of the Project. Coordinate the Work, and adapt sequence and staging as necessary to accommodate work by other prime contractors and work by the Owner. Periodically during the course of the Work consult the Owner's representative for information on current projects 1.2 ADMINISTRATIVE REQUIREMENTS A. In addition to compliance with limitations on site utilization allocate available space equitably among entities needing access and space, and enhance overall efficiency in performance of the Work. Coordinate collection recycling and disposal of scrap and waste to minimize space and time requirements for storage of materials and equipment on site. 1.3 SUBMITTALS A. General coordination memoranda, drawings, diagrams and schedules, for the coordinated control and utilization of the site, from beginning of construction activity through project close- out and warranty periods Coordination drawings and other documentation necessary to fulfill Project requirements or otherwise demonstrate compliance. PART 2 PRODUCTS -- NOT USED 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PROJECT COORDINATION SECTION 01 31 00 - 2 PART 3 EXECUTION 3.1 EXAMINATION A. Contractor shall notify Architect of conditions created and uncovered during the Work that may complicate completion of subsequent work. Such conditions include but are not limited to substrate profile, coatings, integrity, voids and protrusions and other conditions. Report non- standard and potentially problematic conditions in writing, and suggest remedial measures. B. Contractor: Responsible for knowing the general character of each item of new work to be installed in areas where Work is performed, and understand the standard conditions and substrate characteristics for proper installation of the new work. 1. Utilize coordination drawings and field verification of dimensions and measurements to ensure mechanical, plumbing, electrical and other building systems and equipment are coordinated with building structure and architectural features. Verify physical dimensions of equipment with the space available and ensure necessary clearances exist for execution, operation and maintenance. 2. Manufacturer's Instructions: Where new work will include manufactured products, inspect manufacturer's instructions and recommendations for installation. Provide conditions complying with the manufacturer's recommendations. 3.2 COORDINATION A. Contractor shall provide for participation by representatives of each of the trades or entities involved in the execution of work to be documented by the coordination drawings, who shall be knowledgeable of all the requirements for the Work and fully authorized to act on behalf of the entity or firm they represent. Coordination shall identify and eliminate conflicts among systems as required in advance of execution of the work. 1 Provide a highly skilled CAD operator to assist all parties in the development of the coordination drawings, and in the review and understanding of them; including assistance to the OAR, and the Owner's consultants. 2. Drawings shall use color coding, layering and other appropriate conventions to show discretely the components of each system, highlight conflicts, document the resolution of them, and limn the integration of all systems in the building free from conflicts. a. Scale: Comply with Shop Drawing requirements; use the same or larger drawing scale as used in the Contract Documents for the information and level of detail to be conveyed. 3. As necessary to comply with the intent of the coordination effort and when directed the Construction Manager shall require the participation of any lower tier contractor and any vendor in the coordination effort at no additional cost to the Owner. Without limitation on this requirement the following lower tier contractors may be required to be included. a. Plumbing/HVAC wet side, HVAC dry side, Fire Protection, Electrical, telecommunications, security, equipment suppliers and others as necessary to insure proper clearances, penetrations and dimensional coordination for all building systems. b. Roofer, sheet metal trades and others responsible for construction of the exterior building envelope as necessary to ensure integrated, weather -resistant assembly. 4. Coordination meetings shall be held at regularly scheduled intervals appropriate to the status of the Work and sufficiently in advance of execution to avoid the need for modifications to work already in place and prevent any delay in progress. 214012 COVERED AIRPARK 012615 s� MUSEUM OF FLIGHT PERMIT SUBMITTAL PROJECT COORDINATION SECTION 01 31 00 - 3 B. Coordination of Work Sequence and Quality Assurance and Commissioning Activities: Schedule to provide timely evaluation of the Work and identify defects and deficiencies at the earliest time possible. Facilitate corrective and remedial action to avoid delay in the progress of the Work. C. Review Contract Documents for possible conflicts prior to rough -in. Contractor is responsible for verification that equipment will fit in the space provided. Resolve conflicts with Architect prior to rough -in work. 1. Coordinate rough -in, plumbing and wiring requirements for equipment with equipment supplier. 2. Install rough -in, plumbing and wiring in accordance with equipment manufacturer's printed instructions. D. Coordination of structural penetrations for Mechanical, Plumbing and Electrical work: Design of these systems is delegated to the Contractor; as such any penetrations necessary to accommodate the Contractor's design are the responsibility of the Contractor and will be accepted neither as a basis for a claim nor modification to the GMP. Indicate penetrations on coordination documents provided in advance of execution of the work. Penetrations shall comply with structural requirements and procedures for cutting and patching. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PROJECT MEETINGS SECTION 01 31 19 - 1 PART1 GENERAL 1.1 SUMMARY A. Meeting Administration: Except as otherwise required by the Contract Documents the Contractor shall schedule and administer pre -construction meetings, periodic progress meetings, and specially called meetings throughout the progress of the Work. The owner, their Authorized Representative and the Architect may direct the Contractor to call for and administer other meetings as appropriate to the status and schedule for the Work. The Contractor shall attend and administer these meetings as required. B. The entity (Contractor or Architect) responsible for meeting administration shall provide the following as a minimum. 1. Distribute written notice including agenda, of each meeting other than weekly meetings four (4) days in advance of meeting date. 2. Make physical arrangements for meetings. 3. Record the minutes; include all significant proceedings, decisions and actions required. Reproduce and distribute copies of minutes within three (3) days after each meeting: a. To all participants in the meeting and parties affected by meeting actions. C. Attendance by Contractor's Personnel: Project Manager, Superintendent, Project Engineer, contractors of any tier and suppliers as appropriate to the agenda,. 1. Representatives of Contractor, subcontractors, and suppliers attending the meetings: qualified and authorized to act on behalf of the entity each represents. 2. The Owner, their authorized representative(s), Architect and their professional consultants will attend as appropriate to the status of the Work. 1.2 PRECONSTRUCTION MEETING A. Time: Within 15 days of notice to proceed, unless otherwise directed by the Owner. B. Location: On -site location as directed by the Owner. C. Suggested Agenda: 1. Construction Schedule; Subcontractor and supplier listing. 2. Critical work sequencing. 3. Major equipment deliveries and priorities. 4. Project Coordination: Designation of responsible personnel. 5. Procedures for and Processing of: a. Field Questions b. Proposal requests and modifications. c. Submittals. d. Progress payments. 6. Procedures for maintaining record documents. 7. Use of Premises: Requirements for Owner and Contractor. 8. Construction facilities, controls and construction aids. 9. Site Security procedures 10. Progress cleaning procedures. 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL PROJECT MEETINGS SECTION 01 31 19 - 2 1.3 PERIODIC MEETINGS A. The Contractor shall schedule regular weekly meetings to be held at the Contractor's project field office, unless otherwise directed. Agenda shall include but is not limited to the following. 1. Review, approval of minutes of previous meeting. 2. Review of work progress since previous meeting. 3. Revisions to construction schedule. a. Corrective measures and procedures to maintain schedule. b. Review of off -site fabrication, and delivery schedules. 4. Submittals: Review log and expedite as required. 5. Quality Control 6. Construction Issues. 7. Items Carried Forward. 8. As Built Drawings and Record Documents. B. Coordination Meetings: As required by Section 01 31 00. C. Pre -Installation Conferences: Held at the Project well -in -advance of installation of Work as required, and as necessary for coordination with other work. Installer and representatives of the manufacturers and fabricators involved in or affected by the Work, and coordination or integration of it with other work that has preceded or will follow shall attend this meeting. Coordinate schedule with Architect. 1. At each meeting review progress of other work and preparations for the particular work under consideration including specific requirements for the following: a. Contract requirements; Supplemental Instructions; Modifications. b. Delivery, and storage of materials. c. Regulatory; Inspection and Test requirements. d. Environmental requirements, and weather limitations. e. Coordination, sequence, and schedule. f. Manufacturer's recommendations. g. Potential conflicts and compatibility problems. h. Acceptability of substrates. i. Material installation and details. j. Space and access limitations. k. Protection. 2. Minutes: Record of significant discussion, agreements, disagreements, resolution, and actions. Distribute promptly to attendees, Owner, and Architect. 3. Do not proceed with the work until pre -installation conference issues are resolved. Initiate actions necessary to eliminate impediments to performance of the work and reconvene pre -installation conference at the earliest feasible date. PART 2 PRODUCTS -- NOT USED PART 3 EXECUTION -- NOT USED END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL SCHEDULING OF WORK SECTION 01 32 13 - 1 PART1 GENERAL 1.1 SUMMARY A. Coordinate administrative and procedural aspects of they Work; provide consistent, and logical schedule and sequence for the Work. Distribute reports and updates to parties involved including Architect and Owner. Architect and Owner review of Schedule shall not relieve the Contractor of responsibility for scheduling, coordinating, and completing the Work within the Contract Time. Quantities and similar requirements of this Section that may pertain to physical originals may be modified as directed to facilitate utilization of electronic transfer of information. Provide and maintain a physical original with any required processing marks as the Record Document. B. Distribution: Most current issue; Architect, Owner, principal subcontractors, suppliers, and fabricators, and others with a need -to -know schedule -compliance requirement. Post copies in the project meeting room and temporary field offices. Add and delete entities as appropriate to the performance of the Work. 1.2 SCHEDULES A. Contractor's Construction Schedule: Produced using software acceptable to both Owner and Contractor, and printed on stable, reproducible stock. Software shall be capable of generating a two -week schedule from overall schedule, and independent sorting of Project phases (if any). Show required data and interrelation of construction sequence legibly from the Notice to Proceed (or other acceptable commencement milestone) through Final Acceptance. Provide whatever level of detail and organization in the Schedule the Architect may require to understand how the Contractor will prosecute the work and establish with reasonable certainty that they will complete the Work on time. As a minimum, include major and minor construction activities, percentage of completion, current activities, critical path, float time, and the following. 1. Document how sequence of work is affected by requirements for Project phases (if any), work by other Prime contractors, work by Owner, pre -purchased and Owner furnished materials, coordination with existing work, limitations on Contractor use and access to the site, continuity of utility services, temporary facilities, partial occupancy prior to substantial completion, site limitations, provisions for future work, seasonal variations, environmental control, quality assurance activities, and administrative and procedural requirements for the Work. 2. Resource loading for all major trade groups. 3. Schedule each mock-up as a discrete activity and every item for which submittal processing, fabrication, and delivery will exceed 42 days. 4. Utilities: Temporary and permanent use; anticipated shutdown dates, duration and services involved. 5. Substantial Completion of principal units and stages of Work; include time for required administrative procedures. 6. Two -Week Schedule: Detail sequence and duration of activities; prepare for distribution at regularly scheduled Project meetings. 7. Updating of the Construction Schedule: Prerequisite to processing of all Applications for Payment and a condition precedent to any time extension or delay compensation regardless of cause. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL SCHEDULING OF WORK SECTION 01 32 13 - 2 B. Submittal Schedule: In chronological order; Describe Work generically, identify specification Section number, subcontractor, activity or event number on the Construction schedule, related Contract Documents, date for first submittal, and time allowed for processing and resubmittal, note date by which approval is necessary to avoid delay in the Work, and inspections required for quality control, and regulatory agencies. Provide preliminary and comprehensive schedules as required. Correlate with subcontractor, and product listings, Construction Schedule, Schedule of Values, and related requirements of other Sections. C. Schedule of Values: Coordinate with Contractor's Construction Schedule; correlate line items with administrative schedules and submittals. Breakdown Contract Amount in sufficient detail to facilitate evaluation of payment requests and progress reports. Break down principal subcontract amounts into several line items. Round off to the nearest whole dollar, but with the total equal to the Contract Sum. 1. Where payment requests will be made for material, or equipment purchased, fabricated or delivered, but not yet installed, show the "initial value" for the payment request and "value added" for subsequent stage or stages of completion on that unit of work. 2. Arrange Schedule in columns, indicate generic name of item, specification Section, subcontractor, the dollar value for material and the dollar value of labor, and the percentage of the Contract Sum to the nearest one -hundredth percent and adjusted to total 100 percent, and Change Order(s) which have affected the value of the Scheduled item. 3. Margins of Cost: Where such items will be individually listed in payment requests. In general, each item in the schedule of values and in payment requests shall be established to be complete with its total expenses and proportionate share of the general overhead and profit margin. Except as otherwise indicated, major cost items that are not directly the cost of actual work -in -place, such as distinct temporary facilities, shall be shown as line items in the schedule of values. 4. Separate Line Items: Required for the cost of generating and maintaining the Contractor's Construction Schedule, Mock-ups, and on -going housekeeping and clean-up of the Project. 5. Submittal and approval of the Schedule of Values is a condition precedent to approval of the Initial Payment application. 6. Schedule Updating: Update and resubmit schedule of values for every Contract modification. Submittal and approval of an updated Schedule of Values is a condition precedent to approval of application for payment following every Change Order. PART 2 PRODUCTS - NOT USED PART 3 EXECUTION - NOT USED END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL 41 SUBMITTAL PROCEDURES SECTION 01 33 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes: Procedural requirements for work -related, and administrative submittals. 1. Administrative Submittals: Refer to Division-1 Sections, conditions of the Contract and other contract documents for requirements for administrative, non -work -related submittals. 2. Project Closeout Submittals: Refer to Section 01 77 00. 1.2 DEFINITIONS A. Administrative Submittals: Non -work -related including, but not limited to the following: 1. Permits. 2. Payment applications. 3. Performance and payment bonds. 4. Insurance certificates 5. Inspection and test reports. 6. Schedule of values. 7. Progress reports. 8. Coordination documentation. 9. Meeting minutes B. Shop Drawings: Technical drawings and data specially prepared for this project, standard information prepared without specific reference to the Project will not be accepted as shop drawings. Shop drawings include but are not limited to the following items: 1. Fabrication and installation drawings. 2. Setting diagrams. 3. Shopwork manufacturing instructions. 4. Templates. 5. Patterns. 6. Contractor's Coordination documents. 7. Schedules. 8. Design mix formulas. 9. Contractor's engineering calculations. C. Product Data: Demonstrate product complies with requirements; printed information, typically not specially -prepared for this project, includes but is not limited to the following. 1. Manufacturer's specifications, installation, operation and maintenance instructions, and catalogue cuts. 2. Manufacturer's Safety Data Sheets. 3. Color charts. 4. Roughing -in diagram and templates. 5. Standard wiring diagrams. 6. Mill reports. 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL SUBMITTAL PROCEDURES SECTION 01 33 00 - 2 E. Samples: Physical examples of products and materials; approved samples may be used for evaluation of acceptability of final Work. Materials and products having a range of deviation in their finished appearance that is to be acceptable in the Work provide sufficient number of samples to demonstrate the entire range of deviations proposed, but in no case less than five; such materials include but are not limited to wood products, stone, and brick. Samples include but are not limited to the following: 1. Manufactured and fabricated work representative of the final quality and appearance to be provided in the Work. 2. Products and materials. 3. Complete units of repetitively -used materials. 4. Samples showing color, texture and pattern. 5. Color range sets for final selection of colors where options exist or are required. 6. Units of work to be used for independent inspection and testing. F. Miscellaneous Submittals: Work -related, non -administrative submittals that do not fit in the three previous categories, including, but not limited to the following: 1. Specially -prepared and standard printed warranties. 2. Maintenance agreements. 3. Survey data and reports. 4. Project photographs. 5. Testing and certification reports. 6. Record drawings. 7. Field measurement data. 8. Operating and maintenance manuals. 9. Keys and other security protection devices. 10. Maintenance tools and spare parts. 1.3 SUBMITTAL PROCEDURES A. Preparation and Processing: Coordinated with the performance of the Work, other submittals, testing, purchasing, fabrication, delivery and similar sequential activities. Where electronic files are utilized in the submittals process only a material original stamped and signed by the Architect shall be acceptable as the official record document. Quantities of submittals required by this Article may be adjusted to facilitate utilization of electronic transfer of information as directed, but in all cases a processed material original shall be retained as required for Record Documents. B. Interrelated Work: Coordinated for Architect's review so that processing will not be delayed by the need to review submittals, concurrently; Architect retains the right to withhold action on incomplete submittals pending receipt of related materials. 1.4 SUBMITTAL FORMAT A. Comply with the following requirements for each type of submittal, unless otherwise required in individual technical Sections. Deviations from Contract Documents: Noted on transmittal, and described on a separate attachment, and identified on the submittal. 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL SUBMITTAL PROCEDURES SECTION 01 33 00 - 3 2. Approved Final Submittals: Maintain as returned by Architect, distribute copies to subcontractors, governing authorities and others as required for proper performance of the work. Show distribution on transmittal forms. Keep record submittals on site for quality control comparisons, acceptance of Work, and incorporation into record documents. 3. Unless otherwise required issue submittal and obtain Architect's approval prior to ordering materials, and beginning fabrication. B. Labeling: For identification processing and recording of action taken 1. Project name. 2. Date. 3. Name and address of subcontractor, material supplier and manufacturer. 4. Reference information to Construction Documents, pertinent drawings and specifications. 5. Contractor's signed review and approval markings 6. 4 by 5 inch space for the Architect's processing marking. C. Transmittal Form: Attached to all submittals. Submittals transmitted to the Architect from sources other than the Contractor will be returned to sender without action. Provide places for the following information: 1. Project name. 2. Date. 3. To: / From: 4. Names of subcontractor, manufacturer and supplier. 5. Category and type of submittal. 6. Submittal and transmittal distribution record. 7. Signature of transmitter. 8. Contractor's signed certification stating that the information submitted complies with the requirements of the Contract Documents. 9. Other pertinent information. D. Shop Drawings: To scale, and with dimensions. Identify specific products, materials, compliance with specified standards, coordination requirements, and field measurements. 1. Format: Between 8.5 by 11 inch, and 36 by 48 inch. Provide title block indicating Project, firm preparing drawing, drawing scale, date and revisions. Allow 4 by 5 inch space beside title block for processing marks. 2. Do not reproduce contract documents or copy standard printed information as the basis of shop drawings. 3. Submittal: One reproducible print, one reproducible copy of the processed document will be returned for the Contractor's reproduction and distribution as necessary. 4. Coordination Drawings: Prepared as necessary and required to show special requirements for integration of separate components and systems. 5. Mechanical and Electrical Work: Refer to Division-15 and Division-16 sections for additional general requirements. E. Product Data: Manufacturer's standard printed recommendations for applications shown, compliance with Reference Standards, tests, labels and seals, performance and aesthetic characteristics, required to document conformity with the Contract Documents. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL SUBMITTAL PROCEDURES SECTION 01 33 00 - 4 1. Format: Single submittal incorporating required information. Indicate choices and options; where data includes items not required for the Project identify products and information applicable to the Project. 2. Nonstandard Product Data: Submit as Shop Drawings where standard printed data is not acceptable. 3. Acceptable Submittal: Minimum 4 copies of required product data, one processed copy will be returned. Provide additional copies when the Contractor wishes to have more than one processed copy returned. Confirm product compliance with Contract Documents prior to submitting. 4. Refer to Section in Divisions 22, 23 and 26 as applicable for additional general requirements on product data for plumbing, mechanical and electrical work respectively. F. Samples: Fabricated, cured and finished, physically identical to material or product to be incorporated in the Work. Where color, pattern, and texture variations are inherent provide sufficient number of samples to show the full range of variation to be expected in the final Work, but not -less -than three units. Match Architect's sample, where specified; when samples are required for Architect's selection of color, texture and pattern submit complete range of available choices. Samples are for Architect's visual review of generic kind, color, pattern, and texture, and coordination of these characteristics with related elements of the Work; compliance with other required characteristics is Contractor's responsibility. 1. Format: Description of sample, material or product name, manufacturer, source, limitations of availability, size and delivery time, and compliance with reference standards and regulatory requirements. 2. Special Procedures: Indicate on transmittal for disposition of samples that may be returned and incorporated into the Work in accordance with Section requirements. 3. Submittals: A minimum of three samples, provide additional samples when directed. 4. Refer to Division-15 and Division-16 sections for additional general requirements applicable to samples for mechanical and electrical work, respectively. G. Miscellaneous Submittals: Inspection and Test Reports: Process as Shop Drawing when specially prepared for the project, or as Product Data when a standard publication of workmanship control testing at the point of production. Warranties, Documents, Bonds, and Maintenance Agreements: Comply with Section 01770 requirements. Construction Digital Photographs: Provide general documentation of the Work; color images, 640 by 480 pixels on CD-ROM and one set of permanent 8 by 10 inch prints on stable media, with 0.75 inch wide margin punched for standard 3-ring binder. Take a minimum of three project photographs at weekly intervals from vantage points as directed. Photographs of specific work activities required by other Sections shall be provided in addition to those required in this Section Identify each print on the back -side with name of project, date of shot and description of vantage point. a. Provide the Owner with a release for reproduction and use of photographs. 214012 COVERED AIRPARK 012615 �I MUSEUM OF FLIGHT PERMIT SUBMITTAL SUBMITTAL PROCEDURES SECTION 01 33 00 - 5 1.5 ARCHITECT'S ACTION A. Processing of Contractor submittals by attached memorandum or mark-up with comments and affix a stamp to indicate status of review as follows: "Reviewed", "No Exceptions Taken", "Make Corrections Noted", "Rejected", or "Revise and Resubmit". "Checking is for general. conformance with design concepts and compliance with Contract Document information. Corrections or comments made do not relieve contractor from complying with contract requirements. Contractor responsible for: confirmed correlated site dimensions, fabrication process, techniques of construction, and coordination of his work with all other trades." B. Review Time: Sufficient in the Architect's professional judgment for processing of each submittal and coordination with related work. Schedule submittals so as not to delay progress of the Work as a result of time required to properly process submittals, and resubmittals. Advise the Architect on each submittal where processing time is critical. 1. The Architect, acknowledging Contract Time limits, will process submittals with all deliberate speed in a manner consistent with the Architect's responsibilities. 2. Architect will promptly advise Contractor when submittal processing must.be delayed for coordination with submittals not yet received. 3. No extension of time will be authorized due to Contractor's failure to properly coordinate submittals and transmit them to the Architect sufficiently in advance of the work. C. The Owner may direct adjustment to these processing procedures where necessary to facilitate utilization of electronic data transfer. Such modifications shall not affect the requirement for material original Record Documents. PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL DELEGATED DESIGN REQUIREMENTS SECTION 01 33 16 - 1 PART GENERAL 1.1 SUMMARY A. Delegated Design: Components of the Work for which the Contractor is responsible to provide certain design and professional engineering services and obtain necessary approval of regulatory agencies. The Contractor shall be responsible for the design, calculations, submittals, and permits, for these Delegated Design components. The Contractor is responsible to submit all Delegated Design documents required for approval by regulatory agencies for each Delegated Design item. B. Architect's Review of Submittals: For compliance with design intent and shall neither lessen nor shift the responsibility from the Contractor, or their lower tier contractor, to the Owner or the Architect. The Owner shall be responsible neither to pay for costs nor damages due to failure by the Contractor to coordinate delegated design for the Work. C. Follow the requirements of the Authority Having Jurisdiction over the Work current at the time of submission. The Contractor is responsible to coordinate and submit all material required by the AHJ, so review and processing of submittals and permits will not adversely affect the construction schedule. Each Delegated Design item requiring review by the AHJ must be provided by the Contractor and all fees and costs associated therewith shall be the Contractor's responsibility at no additional cost to the Owner. D. Components of the Work to which delegated design requirements apply shall be as Schedule in this Section and as otherwise required by individual technical Sections of the specifications. 1.2 DEFINITIONS A. Delegated Design Work:' Design services and certifications provided by a Professional Engineer registered as such in the State of Washington as appropriate to the systems, materials or equipment required for the Work to satisfy design and performance criteria established by the Contract Documents. Delegated Design does not include professional services the Contractor needs to fulfill their responsibilities under the Contract including but not limited to temporary facilities and controls, construction means, methods and sequence. B. Seal: Certification that builder design plans, computations and specifications were designed and prepared under the direct supervision of the Architect or Engineer whose name appears thereon. C. Approval Stamp: Certification obtained by the Contractor that the Building Official has reviewed and approved a submittal, with respect to applicable regulatory requirements. 1.3 DESIGN REQUIREMENTS A. The Contract Documents indicate the general configuration and the appearance required for the completed work. Details of all conditions are not shown; final resolution of details shall be the responsibility of the Contractor such that the completed installation is durable and complies with the design and performance requirements. Deviations from assembly details indicated shall not alter the appearance of the completed work as determined by the Architect. Complete design of a given assembly including but not limited to modifications to standard components shall be considered within the scope required by the Contract and shall not be used as a basis for Claims or modification to the Contract. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL DELEGATED DESIGN REQUIREMENTS SECTION 01 33 16 - 2 B. Components and assemblies included in the Delegated Design work that are subject to imposed loads due to gravity, seismic event, wind, or thermal differential shall be engineered by the Contractor to accommodate and resolve each load condition with damage occurring neither to the assembly nor any abutting or adjacent assemblies. Delegated Design work shall conform to the requirements of the 2012 International Building Code as amended by Chapter 51-50 WAC and directives of Authorities having jurisdiction over the Work. C. Assemblies forming the exterior cladding and enclosure of the building shall function in concert with other components of the total building envelope to provide a contiguous, weather -tight, thermally efficient enclosure. Provide air -barrier, insulation, flashing and other components for each assembly; as a minimum each assembly and the overall integrated exterior enclosure shall achieve the following as appropriate to the system or assembly. 1. Provide thermal efficiency by resisting heat loss and heat gain within the specified performance criteria. 2. Prevent migration of air through the assembly except as controlled by operable windows, doors and other apertures. 3. Effectively control and collect water within the assembly and drain it to the building exterior. Provide for control of water regardless of the source, whether due to environmental conditions, condensation, migration of water from other assemblies or other sources. 4. Integrate water control features within each cladding assembly and with all other types of cladding so as to establish an effective, contiguous system throughout the exterior envelope of the building. 5. Differential Movement, Expansion, and Contraction: Accommodated to provide optimal performance; prevent stress and deformation of components due thermal differentials. D. Coordinate cladding assemblies with supporting building structure and attachments to accommodate deviations due to the combination of allowed fabrication and erection tolerances. The Contractor shall identify interferences resulting from the maximum range and engineer these on the submitted anchorage shop drawings and finished shop drawings for the system. Accommodate standard industry dimensional tolerances for building frame and other adjacent construction and comply with specified tolerance where they are more restrictive. 1.4 PERFORMANCE REQUIREMENTS A. Live Load Criteria: Compliance with General Notes on S002, and S003. B. Gravity Loads and Climate Conditions: 2012 IBC with Washington amendments per WAC 51- 50 and to accommodate dead weight of cladding materials and all connecting materials. C. Thermal Cycle: Accommodate movement and stress imparted by a temperature differential of 120 degrees F, from 20 to 140 degrees F. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL DELEGATED DESIGN REQUIREMENTS SECTION 01 33 16 - 3 D. Deflection Limit: Not to exceed 0.375 inch nor greater than the length of span divided by 360 C / 360 ) except where more stringent limits are established elsewhere in the Contract Documents. In no case shall deflection be sufficient to cause permanent set, or other damage to a given component and assemblies adjacent to or connect to it. 1.5 SUBMITTALS A. Document compliance with design and performance requirements. Provide calculations, details, fabrication and assembly information, and demonstrate coordination with supporting work and other components to be integrated into Delegated Design Assemblies. Submittals required to be prepared under the control of the Delegated Design Engineer shall bear the professional stamped and signature of the responsible design professional. B. Submittals not stamped and signed by the Delegated Design Engineer, incomplete submittals, and submittals that have not been reviewed by the Contractor will not be reviewed by the Architect. C. Delegated Design Summary Sheet: List entities to whom the Contractor has delegated design responsibilities and the registered engineers' name and contact information. D. Delegated Design Documents: Prepared under the direct supervision and control of the Delegated Design Engineer for the subject work, who shall stamp and sign drawings, calculations and other documentation as required. Provide all documentation necessary for complete and concise documentation for the Delegated Design work. Show all members, dimensions, connections, materials used. Indicate how the component or assembly is attached to the main structure, reactions associated with those connections. Shop drawings and erection drawings are not acceptable as Delegated Design drawings. E. Submit calculations, design assumptions, substantiating computations and such additional data sufficient to show the correctness of the documentation and compliance with Project criteria and requirements. 1.6 QUALITY ASSURANCE A. Delegated Design Submittals: Approved by Regulatory Authorities and the Architect prior to starting fabrication of the work regardless of whether a building permit has been previously issued. B. Where the Contractor is required to provide services of a licensed design professional the Contract Documents will establish design and performance criteria the work must satisfy. The Owner and the Architect shall be entitled to rely upon the adequacy, accuracy and completeness of the services provided as demonstrated by the stamp and signature of the design professional providing the service. C. Except for tests specified to be performed by the Owner, provide laboratory and field tests to establish performance characteristics of Delegated Design work at no additional Cost to the Owner. PART 2 PRODUCTS - NOT USED 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL DELEGATED DESIGN REQUIREMENTS SECTION 01 33 16 - 4 PART 3 EXECUTION 3.1 SCHEDULE A. Sections containing requirements for Delegated Design include but are not limited to the following. 1. Section 05 40 00 Cold Formed Metal Framing 2. Section 05 50 00 Metal Fabrications 3. Section 07 72 00 Roof Accessories 4. Section 08 63 13 Plastic Glazed Skylights B. All work of the following Divisions shall be delegated design to the extent such systems are required for the Work. 1. Division 22 Plumbing 2. Division 26 Electrical 3. Division 27 Communication 4. Division 28 Electronics Safety & Security END OF SECTION 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL SPECIAL PROCEDURES SECTION 01 35 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes special administrative and procedural requirements for the Work. 1.2 SPECIAL ADMINISTRATIVE SUBMITTALS A. Request for Information (RFI): Process to be used for clarification of Contract Requirements and assist the Contractor in gathering information needed for proper execution of the Work. The Contractor and Owner understand and agree that the Contract Documents are complete and sufficiently thorough to document the Architect's design intent, and to establish Contract requirements, Contract Time, and Contract Sum. The Contractor and Owner also understand and agree that the Contract Documents do not provide all of the information that will be necessary to complete the Work. This information will be provided by the Contractor as work of the Contract. Occasionally the Contractor may have need of clarification of Contract requirements, design intent, resolution of on -site concerns or other collaboration with the Architect that can not be adequately resolved by required administrative and work -related submittals such as shop drawings, and coordination drawings. 1. Prior to submitting to Architect, Contractor shall date and sign RFI's, ensure that information is complete, and advise when cost or schedule impacts may occur. 2. Architect's Processing of RFI: Sufficient in the Architect's professional judgment for the information requested. Architect will stamp for date received, review the Contract Documents and respond on the RFI or attachments thereto as may be convenient. Architect will not process RFI's lacking complete information, including necessary reference documents. 3. Cost of processing RFI's resulting from Contractor's failure to make timely submittals, provide required coordination of the Work, and lack of familiarity with the Construction Documents will be the Contractor's responsibility at no change in Contract Amount. B. Special Reports: Submit directly to Owner within one day of an occurrence; copy the Architect and other effected entities. Unusual Events: List chain of events, persons participating, response by the Contractor's personnel, an evaluation of the results or effects and similar pertinent information. Advise the Owner in advance when such events are known or predictable. a. Unusual Events include but are not limited to enforcement actions of regulatory agencies and authorities, other than regular inspections by building officials. C. Accident Reports: Provide for accidents where personal injury is sustained, property loss of substance occurs, and where the event posed a significant threat of loss or personal injury. Include accidents on and off -site where work for the Project is in progress. Record and document data and actions. PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL REFERENCES SECTION 01 42 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes: Definitions, description of specification format and content, and utilization of reference and industry standards. 1.2 DEFINITIONS A. Certain terms used in the Contract Documents are defined in this article. Definitions and explanations contained in this Section are general for the Work to the extent that they are not stated more explicitly in another element of the contract documents. Basic Contract definitions are included in the General Conditions. B. Regulations: Laws, statutes, ordinances and lawful orders issued by governing authorities, requirements of private entities such as utility company serving the Project, and conventions and agreements within the construction industry that effectively control the performance of the Work regardless of whether they are imposed by government authority or not. C. Indicated: A cross-reference to graphic representations, notes and schedules on the drawings, and shall be read to mean "as indicated on the drawings". Where terms such as "shown", "noted", "scheduled", and "specified" are used in lieu of "indicated", it is for the purpose of helping the reader locate the cross-reference, and no limitation of location is intended except as specifically noted. D. Directed, Requested and Similar Terms: Where not otherwise explained, terms such as "directed", "requested", "authorized", "selected", "approved", "required", "accepted", and "permitted" mean "directed by the Architect", "requested by the Architect", and similar phrases. However, no such implied meaning will be interpreted to extend the Architect's responsibility into the Contractor's area of construction supervision. E. Approve: Where used in conjunction with the Architect's response to submittals, requests, applications, inquiries, reports and claims by the Contractor, the meaning of the term "approved" will be held to limitations of the Architect's responsibilities and duties as specified in General and Supplementary Conditions. In no case will the Architect's approval be interpreted as a release of the Contractor from responsibilities to fulfill requirements of contract documents. F. Project Site: The term, "Project site", is defined as the space available to the Contractor for performance of the Work, either exclusively or in conjunction with others performing other work as part of the Project. The extent of the Project site is shown on the drawings, and may or may not be identical with the description of the land upon which the Project is to be built. G. Furnish: Interpreted to mean supply and deliver to the project site, ready for unloading, unpacking, assembly, installation, and similar operations as applicable in each instance. H. Install: Used to describe operations at Project site including the actual unloading, unpacking, assembly, erection, placing, anchoring, applying, working to dimension, finishing, curing protecting, cleaning and similar operations, as applicable in each instance for the Work to be complete and ready for intended use. I. Provide: Interpreted to mean furnish and install, complete and ready for intended use, as applicable in each instance. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL REFERENCES SECTION 01 42 00 - 2 Replace: When used in the context of "Remove and replace", referring to elimination of unapproved and unacceptable equipment, material and other Work from the Project, the term "Replace" means "Replace with new material, equipment and Work". K. Installer: The term "installer" is defined as "the entity" (person or firm) engaged by the Contractor, and subcontractors of any tier for performance of a particular unit of work at the Project site, including installation, erection, application and similar required operations. It is a requirement that installers are experienced in the operations they are engaged to perform. L. Necessary: Needed or essential for complete and proper performance of the Work as required and as demonstrated by best practices to produce highest quality of work for the Trade or discipline in question. M. Required: Directive in the Contract Documents which must be fulfilled for the Work to conform to the intent of the Contract Documents. N. Testing Laboratories: The term "testing laboratory" is defined as an independent entity engaged to perform specific inspections or tests of the work, either at the project site or elsewhere, and to report, and (if required) interpret results of those inspections or tests. O. Shop Work: Designates work not performed at the Project Site and is intended to signify that controlled conditions will be provided within tighter tolerances than might be achievable in the field. Such conditions include but are not limited to, environmental control, cleanliness, and sequence of assembly and finishing. P. Premium Time: Overtime and similar terms shall be defined as any period during which labor or a service is provided for which an elevated cost is assessed (by statute, labor agreement or other reason) due to time of day, calendar day, accumulated hours or other factors. Q. Tolerance: Dimensional deviations in the Work specified in individual Sections and reference standards are the maximum total acceptable deviation and shall not be additive to tolerances for other work. R. Leadership in Energy and Environmental Design (LEED): Program established by the US Green Building Council intended to foster awareness of sustainable development practices via an evaluation program and ranking system covering most aspects of the Work. References to LEED shall be interpreted as making comprehensive reference to the requirements of the LEED program. S. Local / Regional Materials: Building materials that are manufactured within a radius of 500 miles of the Project and comply with LEED requirements as such. Local/Regional manufacture can include final assembly (other than assembly on Site) of constituent parts or materials originally manufactured outside the 500 mile radius. Project objective is that not less than 20 percent of the total dollar value of the products and materials incorporated into the Work qualify as Local / Regional. Materials. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL REFERENCES SECTION 01 42 00 - 3 1.3 SPECIFICATION FORMAT AND CONTENT EXPLANATION A. Specification Format: These specifications are organized into Divisions and Sections based upon the Construction Specifications Institute's 16-Division MasterFormat System. The organization of the Contract Documents shall control the Contractor neither in dividing the Work among lower tier contractors nor establish the scope of the Work to be performed by a particular trade. 1. Divisions are standard categories of construction information. 2. Sections: Considered as basic units of work, Section title is descriptive only and not intended to limit the meaning or content of a Section or to be completely descriptive of requirements specified therein. 3. Part: An organizational device dividing a Section into three distinct groups of related information. B. Sections are placed in the Project Manual in numeric sequence to facilitate cross-referencing. The Project Manual "Table of Contents" lists the numbers and.names of specification Sections in the Contract Documents. C. Project Identification: The project job number and name are recorded at the bottom left corner of each page of the specifications. The Section date is recorded numerically in the lower right corner. D. Page Numbering: Pages are numbered independently for each Section, The Section number is shown together with the page number at the top right corner of each page to facilitate the location of text in the Project Manual. E. Specification Text: Dependent upon other text to the extent described in individual Sections, and as follows. 1. Text: Subordinate to Titles. 2. Indented Text: Subordinate to preceding text that is not indented. F. Specification Language: Imperative and addressed to the Contractor except where other parties are specifically identified. Singular and plural meanings will be interpreted based upon the full context of the Contract Documents. 1. The words "shall be" are included by reference wherever a colon () is used within a sentence or phrase. 2. Effort has been made to employ gender neutral language throughout the documents; however, occasional gender based references may be used. Such terminology as workmanship, craftsmanship and other gender based terms shall be interpreted to be gender neutral. 3. The terms "installer", "manufacturer" and. similar words shall be interpreted to mean the entity the Contractor has chosen to perform certain portions of the Work. The use of these terms shall neither be construed to shift responsibility for performance of the Work away from the Contractor nor alter their responsibility to comply with Project requirements. G. Method of Specifying one. element of the Work has no bearing on requirements for another element of the Work, and may vary throughout the text, and include any combination of the following: 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL REFERENCES SECTION 01 42 00 - 4 1. Open generic -descriptive. 2. Performance. 3. Proprietary. 4. Compliance with reference standards. H. Work Required to be Designed and Engineered by the Contractor: Delegated Design, Deferred Submittal and similar terms; comply with performance and design requirements established in the specifications. The Contract Documents do not include all prescriptive requirements nor details for Contractor designed work. In general, the documents will establish certain design and performance requirements for such work. If the information provided is not sufficient to perform services or certification required, submit a written request for additional information to Architect. As a variety of solutions complying with the Contract requirements may be available, it shall be the Contractor's responsibility to determine the finite scope of Contractor designed work. Conflicting, and Ambiguous Requirements: Interpreted to provide the highest quality, greatest quantity, and more costly, time consuming scope of Work; request Architect's resolution before proceeding. Quantity and Quality of Work Specified: Minimum for the Work to be provided, and shall not otherwise be interpreted as establishing required limits. Assignment of Specialists: Required when levels of experience and qualifications are specified for entities performing specific parts of the Work. These special requirements, over which the Contractor has no choice or option, establish who may be qualified to perform the Work. The ultimate responsibility to fulfill Contract requirements remains with the Contractor. 1. These Requirements: Interpreted so as not to conflict with the enforcement of building codes and similar regulations governing the work not to interfere with local trade union jurisdictional settlements and similar conventions. 2. No Allowance: Made by Architect in accepting and rejecting Work due to lack of experience and craftsmanship on the part of workers. K. Use of certain titles such as "carpentry" in the specification text, is not intended to imply that the Work must be performed by accredited or unionized individuals of a corresponding generic name, such as "carpenter", and does not imply that the requirements specified apply exclusively to work by tradespersons of that corresponding generic name. 1.4 INDUSTRY STANDARDS A. Trade association names and title of general standards are frequently abbreviated. The acronyms and abbreviations referenced by the Contract Documents are defined to mean the associated names. Both names and addresses are subject to change, and are believed to be, but are not assured to be, accurate and up-to-date as of the date of the Documents. The Contract Documents may use an acronym or abbreviation for a given trade association or reference standard while stating neither the association name or document title in full. Request clarification from the Architect where the intended reference or association is ambiguous or unclear. Standards referenced directly in the Contract documents take precedence over standards not referenced. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL REFERENCES SECTION 01 42 00 - 5 2. Standards not referenced, but applicable to the Work will be enforced as a general requirement that the Work conform to superior levels of quality typically recognized in the industry. 3. Statements in reference standards shall not be interpreted to alter requirements for the Work contrary to the intent of the Contract Documents B. Publication Dates: Date of the reference standard in effect as of the date of Contract Documents. Updated Standards: At the request of the Architect, Contractor or governing authority, submit a change order proposal where an applicable industry code or standard has been revised and reissued after the date of the contract documents and before the performance of the work affected. The Architect will decide whether to issue the change order to proceed with the updated standard. C. Familiarity With Standards and Issuing Bodies/Organizations: Responsibility of the entity performing the Work. The Contractor shall obtain copies of Standards from the publication source as necessary and required to comply with the intent of the Contract Documents. 1.5 ABBREVIATIONS AND NAMES A. Trade association names and title of general standards are frequently abbreviated. The acronyms and abbreviations referenced in contract documents are defined to mean the associated names. Both names and addresses are subject to change, and are believed to be, but are not assured to be, accurate and up-to-date as of date of contract documents. The Contract Documents may use only the acronym or the abbreviation for a given trade association or reference standard without stating the associated name in full. Request clarification from the Architect where the intended reference or association is ambiguous or unclear. 1.6 SUBMITTALS A. Permits, Licenses, and Certificates: For the Owner's records, submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, receipts for fee payments, judgments, and similar documents, correspondence and records established in conjunction with compliance with standards and regulations bearing upon performance of the work. PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 1 AND QUALITY ASSURANCE PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Includes: Inspection and testing laboratory services for materials, products, and construction methods as specified hereafter for the work. B. All special testing and inspections for the Seismic Force -Resisting System as described herein. C. Costs: The costs of the initial services for testing and inspection personnel will be paid by the Owner. If initial tests indicate non-compliance with contract document requirements, any subsequent testing shall be performed by the same personnel and paid for by the contractor. Schedule portions of the work requiring testing and inspections services so as to be continuous and as brief as possible. D. Code Compliance Inspection and Tests: Inspections and tests not specified herein and required by codes and ordinances, or by plan approval authorities, and made by a legally constituted authority, shall be the responsibility of the contractor, unless otherwise specified. 1.3 REFERENCE STANDARDS A. General: Comply with the provisions of the latest versions of the publications listed below except as otherwise shown or specified. B. The Building Code as defined in the Structural Drawings. C. American Concrete Institute (ACI): 1. ACI 301 Specifications for Structural Concrete D. American Institute of Steel Construction (AISC): 1. AISC 341 Seismic Provisions for Structural Steel Buildings, dated March 2005, including Supplement No. 1, dated November 2005. E. American National Standards Institute (ANSI)/American Society for Nondestructive Testing (ASNT): 1. ANSI/ASNT CP-189-1995 2. ANSI/ASNT SNT-TC-1A F. American Society for Testing and Materials (ASTM). The following are specifically referenced for structural steel testing: 1. ASTM A435 Standard Specification for Straight -Beam Ultrasonic Examination of Steel Plates 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL 2. ASTM A898 3. ASTM E114 4. ASTM E164 5. ASTM E329 6. ASTM E543 7. ASTM E587 8. ASTM E709 9. ASTM E1212 10. ASTM E1444 STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 2 AND QUALITY ASSURANCE Standard Specification for Straight Beam Ultrasonic Examination of Rolled Steel Structural Shapes Standard Practice for Ultrasonic Pulse -Echo Straight Beam Examination by the Contact Method Standard Practice for Contact Examination of Weldments Recommended Practice for Inspection and Testing Agencies for Concrete, Steel and Bituminous Materials as used in Construction Standard Practice for Agencies Performing Non-destructive Testing Standard Practice for Ultrasonic Angle -Beam Examination by the Contact Method Standard Guide for Magnetic Particle Examination Standard Practice for Establishment and Maintenance of Quality Control Systems for Non-destructive Testing Agencies Standard Practice for Magnetic Particle Examination G. American Society for Testing and Materials (ASTM). The following are specifically referenced for concrete testing: 1. ASTM C31 Practice for Making and Curing Concrete Test Specimens in Field 2. ASTM C33 Specification of Concrete Aggregates 3. ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete Specimens 4. ASTM C42 Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete 5. ASTM C94 Specification for Ready -Mixed Concrete 6. ASTM C143 Test Method for Slump of Hydraulic Cement Concrete 7. ASTM C172 Practice for Sampling Freshly Mixed Concrete 8. ASTM C173 Test Method for Air Content of Freshly Mixed Concrete by Volumetric Method 9. ASTM C192 Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory 10. ASTM C231 Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method 11. ASTM C597 Test Method for Pulse Velocity Through Concrete 12. ASTM C803 Test Method for Penetration Resistance of Hardened Concrete 13. ASTM C805 Test Method for Rebound Number of Hardened Concrete H. American Welding Society (AWS): 1. AWS D1.1 Structural Welding Code — Steel 2. AWS D1.8 Structural Welding Code - Seismic Supplement 1.4 DEFINITIONS A. Testing Agency refers to the organization or group of organizations responsible for representing the Owner and performing all inspection, testing, and laboratory services as described herein. B. Seismic Force -Resisting System (SFRS) is defined as the assembly of structural elements in the building that resists seismic forces as described in the general structural notes. C. Demand Critical (DC) welds for the SFRS are identified in the drawings at welded connections as required for quality assurance measures (at welded connections) as specified in AWS D1.8 and AISC 341. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 3 AND QUALITY ASSURANCE 1.5 SUBMITTALS A. Testing agency shall submit the following: 1. The qualifications of the testing agency management and personnel designated to the project. 2. The testing agency "Written Practice for Quality Assurance." 3. Qualification records for Inspector and NDT technicians designated for the project. 4. The testing agency NDT procedures, equipment calibration records, and personnel training records. 5. The testing agency Quality Control Plan for the monitoring and control of the testing operations. 6. Welding Inspection Procedures. 7. Bolting Inspection Procedures. 8. Shear Connector Stud Inspection Procedures. B. Test and Inspection Reports: The independent testing and inspection agency or agencies will prepare logs, test reports, and certificates applicable to specific tests and inspections and deliver copies distributed as follows: 1. 1 copy to the Owner 2. 1 copy to the Architect 3. 1 copy to the Structural Engineer 4. 1 copy to the General Contractor 5. Copy or copies, as required, to the building department (or as required by the authority having jurisdiction) C. Other tests, certificates, and similar documents shall be obtained by the Contractor and delivered to the Owner and/or Architect in such time as not to delay progress of the work or final payment therefore. D. Laboratory Reports: Furnish reports of materials and construction as required, including: 1. Description of method of test. 2. Identification of sample and portion of the work tested. a. Description of location in the work of the sample. b. Time and date when sample was obtained. c. Weather and climatic conditions at time when sample was obtained. 3. Evaluation of results of tests including recommendations for action. E. Inspection Reports: Furnish "Inspection at Site" reports for each site visit documenting activities, observations, and inspections, including notation of weather and climatic conditions, time and date, conditions and status of the work, actions taken, and recommendations or evaluation of the work. 1.6 QUALITY ASSURANCE A. Qualifications: All inspection and testing required to establish compliance with the contract document requirements, except as may be otherwise specified, shall be made by a prequalified, independent professional testing agency provided, and paid for by the Owner. B. Certification: Product producers and associations, which have instituted approved systems of quality control and which have been approved by document approval agencies, are not required to have further testing. Concrete mixing plants, plants producing fabricated concrete 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 4 AND QUALITY ASSURANCE and wood or plywood products certified by the agency, lumber, plywood grade marked by approved associates, and materials or equipment bearing underwriters' laboratory labels require no further testing and inspection. C. Written Practice for Quality Assurance: The testing agency shall maintain a written practice for the selection and administration of inspection personnel, describing the training, experience, and examination requirements for qualification and certification of inspection personnel. The written practice shall describe the testing agency procedures for determining the acceptability of the structure in accordance with the applicable codes, standards, and specifications. The written practice shall describe the testing agency inspection procedures, including general inspection, material controls, visual welding inspection, and bolting inspection. D. Special Inspector Qualifications: All special inspectors shall be trained and competent in accordance with the quality assurance plan. E. Welding Inspector Qualifications: 1. All welding inspectors shall meet the qualification as set forth in AWS D1.1. 2. For DC welds as noted in the drawings, welding inspectors shall be qualified in accordance with AWS D1.8. F. Nondestructive Testing (NDT) Personnel Qualifications: NDT personnel shall be qualified in accordance with AWS D1.8. G. Bolting Inspector Qualifications: Each bolting inspector shall be trained and qualified to inspect bolting operations and high strength bolted connection for compliance with the Research Council on Structural Connections (RCSC) Specification and the Quality Assurance Plan. Competency shall be demonstrated through the administration of a written examination and through the hands-on demonstration by the Inspector of the methods to be used for bolt installation and inspection. 1.7 CONTRACTOR'S RESPONSIBILITY A. General: Coordinate quality control activities to avoid delay and to eliminate any need to uncover work for testing or inspection. B. Access: Furnish free access to the various parts of the work and assist testing and inspection personnel in the performance of their duties at no additional cost to the Owner. C. Data: Furnish records, drawings, certificates, and similar data as may be required by the testing and inspection personnel to assure compliance with the contract documents. D. Notice: Furnish notice to Owner and/or Architect and testing and inspection agency not less than 48 hours prior to any time required for such services. E. Defective Work: Remove and replace any work found defective or not complying with contract document requirements at no additional cost to the Owner. Where testing personnel take cores or cut-outs to verify compliance, repair prior to acceptance. F. Concrete: If test cylinders for concrete fail to meet design requirements, provide additional tests as may be directed by the Owner and/or Architect. Make core tests in accordance with ASTM C42 and load tests in accordance with ACI 318. Correct all deficiencies found in forms, reinforcing steel, and embedded objects. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 5 AND QUALITY ASSURANCE G. Structural Steel: Should any weld or structural connection fail to meet design requirements, provide additional testing for structural connections as directed by the Owner and/or Architect or Structural Engineer. Replace or repair all defective connections as directed. H. Seismic Force -Resisting System: The Contractor shall accommodate sufficient time needed by the designated inspector to complete their inspection work as required by AWS D1.1, AWS D1.8, and AISC 341. The Contractor/welder shall only proceed with the work after the completion of the inspection. 1.8 TESTING AGENCY SERVICES A. General: Testing agency shall test or obtain certificates of tests of materials and methods of construction, as described herein or elsewhere in the technical specification. The testing agency shall provide the management, personnel, equipment, and services necessary to perform the testing functions as outlined in this section.. B. Inspection Services: The testing agency will have full authority to see that the work is performed in strict accordance with requirements of the contract documents and the directions of the Owner and/or Architect. C. Welding Procedure Review: The testing agency shall provide a review and approval or rejection of all welding procedures to be used and shall verify compliance with all reference standard requirements. 1.9 TESTS AND INSPECTION REPORTS A. Laboratory Reports: Furnish reports of materials and construction as required, includes description of method of test; identification of samples and portion of the work tested; description of location in the work of the sample, time and date when sample was obtained, weather and climatic conditions at time when sample was obtained, and an evaluation of results of tests including recommendations for action. B. Inspection Reports: Furnish "Inspection at Site" reports for each site visit documenting activities, observations, and inspections. Include notation of weather and climatic conditions, time and date, conditions and status of the work, actions taken, and recommendations or evaluation of the work. Include the following in all structural steel test and inspection reports (include all that apply): a. Welder's certification b. Weld qualification tests c. Visual inspections d. Review of materials testing procedures, including electrodes used, item inspected e. Magnetic particle tests (MP) f. Radiographic tests (RT) g. Ultrasonic tests (UT) h. Liquid Penetrant tests (LP) i. High -strength bolted connection tests 2. Include the following in all concrete test and inspection reports: a. Exact mix used and maximum size aggregate b. Location in building for which samples were taken c. Cylinder identification d. Date cylinder received in laboratory e. Slump data 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 6 AND QUALITY ASSURANCE ` f. Concrete supplier's name g. Brand and type of cement used 1.10 REPORTING TEST FAILURES A. Immediately upon inspector's determination of a test failure, the inspector shall telephone results to the Contractor, Owner, and Architect. On the same day, the inspector shall distribute written test results. 1.11 TESTING AND INSPECTION A. Concrete Formwork: Inspect forms for location, configuration, camber, shoring, sealing of form joints, correct forming material, concrete accessories, and form tie locations. Contractor shall provide the inspector with a copy of the approved formwork/shoring shop drawings. B. Reinforcing Steel: All steel bars must be positively identified as to heat number and mill analysis. 1. All steel bars that cannot be identified by heat number and mill analysis shall have one tensile and one bend test made for each 2 metric tons or fraction thereof, of each size and kind of reinforcing steel. 2. Testing procedure shall conform to ASTM A615. C. Concrete Sampling and Testing: 2. 3. 4. 5. 6. Perform the following services as required to assure compliance with requirements of Section 033000, "Cast -In -Place Concrete," of this specification. The contractor shall notify the engineer and inspection -testing agency of the brand and type of cement and sources of aggregates in time for approval, sampling, and testing (if required). Batch Plant Inspection: Batch plant inspection by the inspector shall be as specified in the Building Code. Batch plant(s) shall continuously monitor and control fines content of arriving aggregate at plant prior to batching. Continuous Field Inspection: The inspector shall be present at all times during the placing of structural, reinforced concrete. Prior to placing concrete, he shall inspect and approve, if satisfactory, accuracy of all formwork and quantity and placement of all reinforcing steel. Water: Test in accordance with ASTM C94 and CRC-C 400 as appropriate. Aggregates for normal weight concrete shall be sampled and tested in accordance with ASTM C33. Samples of concrete for air, slump, unit weight, and strength tests shall be taken in accordance with ASTM C172. Concrete test specimen shall be produced from concrete directly exiting the chute of the truck delivering the concrete. a. Air Content: Test for air content shall be performed in accordance with ASTM C173 or ASTM C231. A minimum of one test per day shall be conducted. b. Slump Tests: Slump tests shall be taken every 150 cubic yards delivered for each set of compression strength test cylinders, but not less than one test per hour during continuous pours. Slump shall be tested in accordance with ASTM C143. c. Strength Tests: Strength tests per ASTM C39 shall be performed on test specimen prepared in accordance with either ASTM C192 for Laboratory Cured Specimen or ASTM C31 for Field Cured Specimen. Strength tests shall conform with the following: 1) Test specimen (cylinders) shall be taken so as to represent as nearly as possible the batch of concrete from which they are taken. 2) Tests shall be performed for each 150 cubic yards of each separate mix design of concrete or fraction thereof being placed each day. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 -. 7 AND QUALITY ASSURANCE 3) The quantity of test specimens shall be produced in order to achieve the following: At least one test at 7 days, at least one test at 28 days, and at least two tests for 6- by 12-inch cylinders or three tests for 4- by 8-inch cylinders at the specified test age as indicated on the structural drawings. 4) An additional test specimen shall be produced should it be necessary to perform further testing. This specimen is to be discarded should the additional testing not be necessary. 5) The strength level of an individual class of concrete for the cured specimen shall be satisfactory if both of the following requirements are met: (1) Average of all sets of three consecutive strength tests equal or exceed the specified compressive strength, (2) No individual class of concrete strength test (average of two cylinders) falls below the specified compressive strength by more than 500 psi. 6) Report exact mix tested, minimum size aggregate, location of pour in the work, cylinder identification, date of receipt of cylinder in laboratory, cement brand and type, and admixtures used. 7. Investigation of Low -Strength Test Results' When any strength test of laboratory -cured or field -cured test cylinder falls below the specified strength requirement by more than 500 psi, or if tests of field -cured cylinders indicate deficiencies in protection and curing, steps shall be taken to assure that load -carrying capacity of the structure is not jeopardized. a. Nondestructive testing in accordance with ASTM C597, ASTM C803, or ASTM C805 may be permitted by the Owner and/or Architect to determine the relative strengths at various locations in the structure as an aid in evaluating concrete strength in place or for selecting areas to be cored. Such tests, unless properly calibrated and correlated with other test data, shall not be used as a basis for acceptance or rejection. b. When strength of concrete in place is considered potentially deficient, cores shall be obtained and tested in accordance with ASTM C42. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient. The location of cores shall be determined by the Owner's representative to least impair the strength of the structure. c. If the concrete in the structure will be dry under service conditions, the cores shall be air-dried (temperature 60 to 80 degrees F), relative humidity less than 60 percent for seven days before testing and shall be tested dry. If the concrete in the structure will be more than superficially wet under service conditions, the cores shall be tested after moisture conditioning in accordance with ASTM C42. d. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement. e. Repair core holes in the concrete found acceptable with an approved dry -pack or non -shrinking mortar. f. If the core tests are inconclusive or impractical to obtain, or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Owner and/or Architect in accordance with the requirements of ACI 318. g. Concrete work evaluated by structural analysis or by results of a load test and found deficient shall be corrected in a manner satisfactory to the Owner and/or Architect. h. All investigations, testing, load tests, and correction of deficiencies shall be performed, and approved by the Owner and/or Architect, at the expense of the Contractor. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 8 AND QUALITY ASSURANCE D. Masonry: 1. General: The testing agency shall check reinforcing steel placement prior to grouting; quality of block placement and appearance; mortar work; and shall monitor all grouting operations in accordance with the Building Code. 2. The inspection -testing agency shall make field tests of mortar and grout in accordance with the Building Code. Grout shall be tested for each 20 cubic yards of grout placed each day. For mortar one test shall be conducted for every 750 square feet of construction. 3. Provide prism tests in accordance with the Building Code. E. Structural Steel — General: Mill Certificates: Mill certificates or affidavits and manufacturer's certification shall be supplied to the inspector for verification of steel materials. Testing laboratory shall be notified at least three weeks in advance of fabrication and supplied with the reports so that shop inspection may be performed. General Inspection: a. Testing agency shall be at the fabricator's plant to verify that materials used match the mill tests or affidavits of test reports; that fabrication, welding procedures, surface preparation, and shop painting meet specifications; and that the work in progress conforms with project requirements. b. Testing agency shall visually check fabricated steel delivered to the job to confirm that the work is in compliance with approved shop drawings and shall make any physical tests, measurements, etc., believed to be necessary. c. Testing agency shall witness and report all corrections performed by the steel fabricator occurring on the fabricators own initiative. d. Testing agency shall be present during steel erection at all times. Welding Requirements: Special inspection shall be provided by the testing agency for all welding in accordance with the Building Code. a. Nondestructive testing shall be performed as required by the Building Code and AWS D1.1 as specified herein for all shop and field welds. b. All welds shall be visually inspected. Welds considered suspect shall be further checked by other means deemed necessary by the welding inspector. c. Ultrasonically test 100 percent of all complete joint penetration welds and 100 percent of all partial joint penetration column splice welds with effective throats of 1/2 inch or larger. For partial joint penetration welds, rejection shall not be on the basis of the indication rating from the root area of the weld. d. Ultrasonically test all joints where the base metal is thicker than 1-1/2 inches, when subjected to through -thickness weld shrinkage strains. The joint shall be ultrasonically inspected for discontinuities directly behind such welds after joint completion. e. When ultrasonic indications arising from the weld root cannot be interpreted as either a weld defect or the backing strip itself, the backing strip shall be removed at the expense of the Contractor, and if no root defect is visible, the weld shall be re- tested. If no defect is indicated on this re -test, and no significant amount of weld metal has been removed, no further repair of welding is necessary. If a defect is indicated, it shall be repaired at no expense to the Owner. f. Perform Magnetic Particle (MP) tests of fillet welds larger than 3/8 inch. g. The inspector shall perform magnetic particle testing in accordance with ASTM E709 for any questionable welds. h. See Specification Section 051200, "Structural Steel Framing," for additional test/quality control requirements. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 9 AND QUALITY ASSURANCE Exceptions: 1) When approved by the Building Official, Architect, and Structural Engineer, the rate of testing for ultrasonic testing of complete joint penetration welds may be reduced in accordance with the following: a) The nondestructive testing rate for an individual welder or welding operator may be reduced to 25 percent, provided the reject rate is demonstrated to be 5 percent or less of the welds tested for the welder or welding operator. A sampling of at least 40 completed welds for a job shall be made for such reduction evaluation. Reject rate is defined as the number of welds containing rejectable defects divided by the number of welds completed. b) For complete joint penetration groove welds on materials less than 5/16 inch thick, nondestructive testing is not required provided continuous inspection is provided. c) When approved by the Building Official, nondestructive ultrasonic testing may be performed in the shop of an AISC approved fabricator utilizing qualified welding inspections in the employment of the fabricator. 2) Other ultrasonic or magnetic particle testing may be reduced by approval of the Owner and/or Architect and Structural Engineer upon presentation of satisfactory documentation submitted by the contractor. 4. Bolting Requirements: All inspection shall conform to the requirements of the current edition of the "Specification for Structural Joints Using ASTM A325 or A490 Bolts." a. For connections using high —strength bolts installed using Load Indicating Washers, the Owner's testing agency need not be present during the entire installation and tightening operation, provided the Owner's testing agency provides the following: 1) Inspection of the surface and bolt type for conformance to plans and specifications prior to the start of bolting. .2) Verification of the minimum specified bolt tensions visually and by using the feeler gauge as "no go" inspection on a few bolts in each connection (10 percent or two bolts, whichever is greater). b. For connection using high —strength tension control bolts, the Owners Testing Agency need not be present during the entire installation and tightening operation, provided the Testing Agency provides the following: 1) Inspection of the surface and bolt type for conformance to plans and specifications prior to the start of bolting. 2) Visual inspection of 100 percent of the high -strength bolts for properly installed tension. 5. Miscellaneous Metal: Where miscellaneous angles, channels, studs, and similar shapes are detailed for support of major components of the work, the welds, bolts, and material are subject to the same testing requirement as other structural supporting members. F. Structural Steel — Seismic Force -Resisting System: 1. Welding Inspections at the Seismic Force -Resisting System (SFRS): The welder, contractor's quality control personnel, and testing agency's welding inspector shall perform the inspections of all welded connections within the SFRS in accordance with Appendix Q of AISC 341. 2. Nondestructive Testing (NDT) of Welded Joints: For DC welds, Magnetic Particle Testing (MP) and Ultrasonic Testing (UT) shall be conducted by the testing agency at the frequency designated in Appendix Q of AISC 341. MP and UT shall be performed in accordance with the requirements of AWS D1.1, AWS D1.8, and the referenced ASTM standards of this Section. a. NDT Delay Periods: Final visual inspection may take place immediately upon cooling to ambient temperature. Final NDT, either MP or UT, may not begin until 24 hours after the completion of welding. if delayed cooling such as insulating 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 10 AND QUALITY ASSURANCE blankets or post weld heat treatment has been used, the 24-hour delay period shall begin after the steel has reached ambient temperature. b. At the Contractor's option, Contractor quality control NDT may be performed before the delay period has expired, but shall not be used for final acceptance. In -process MP, such as for verifying the removal of cracks and other discontinuities when backgouging or repairing thermal cut surfaces, may be performed immediately upon completion of the welding or backgouging. No cooling period is necessary. Final MP and UT of the joint or repair shall not be performed until the 24-hour delay period is met. Final MP of weld tabs may be performed immediately upon completion. c. The NDT technician shall perform all NDT, other than visual, required by this Section. NDT shall be performed in a timely manner, so as not to hinder production, and to detect welding problems soon after occurrence so that the Contractor may take corrective measures. d. The NDT technician shall mark the welds, parts, or joints that have been inspected and accepted with a distinguishing mark or die stamp, and maintain records indicating the specific welds inspected. Additional NDT Testing: In addition to providing NDT of welded joints in the special moment resisting frame, the following additional testing shall be performed: a. For the SFRS and for complete joint penetration welds on ASTM A6 rolled shapes or built-up shapes with a thickness exceeding 1-1/2 inch, the joints shall be ultrasonic tested prior to welding to check for evidence of lamination, inclusions, or other discontinuities in accordance with ASTM A435. The area to be tested is a zone 3 inches above and below each beam flange connection. b. Column splices with complete joint penetration (CJP) or partial joint penetration (PJP) welds shall be UT tested. c. Gusset plate to column and base plate connections utilizing CJP welds shall be UT tested. d. Continuity plates at column webs shall have the column webs examined for cracking using MP testing over a zone 3 inches above and below the continuity plates. e. Doubler plates that are welded to the column at the "k" area shall have the weld termination areas and adjacent column web inspected using MP testing over a zone 3 inches above and below the doubler plate. f. Weld access holes shall be inspected using LP or MP testing for base metal cracks and cracks from thermal cutting in accordance with Appendix Q of AISC 341. G. Steel Decking: General: Periodic inspection shall be provided for field attachment of all steel roof and floor decking; check and verify attachment and location of all closures and accessories. Welding Inspection: In addition to the specified operator qualifications, prior to each welder starting work on the job and periodically as the testing agency determines, each welder shall perform a weld test to demonstrate to the inspector his ability to produce a satisfactory weld. The weld test shall be as follows: a. Weld at least two samples of deck material to a base steel section simulating the framing with one weld each sample. Twist the deck sample with respect to the base until failure occurs. If the decking tears or if the welds shearing in torsion show the proper fusion area, the welds are satisfactory. b. Questionable welding of the permanent decking shall be checked by the inspector by suitable means, including ultrasonic methods, if applicable. H. Shear Stud Connectors: Special inspection shall be provided for the shop and field installation of all shear stud connectors in accordance with AWS D1.1. In addition, where the rejection rate for any welder exceeds 5 percent, each stud welded by that welder shall be struck twice by a hammer with a force sufficient to indicate whether or not a quality weld has been obtained. This hammer test is in addition to the two 30 degree bend tests required by AWS D1.1. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL TESTING, INSPECTION, SECTION 014500 - 11 AND QUALITY ASSURANCE 1. Visual inspection shall be done after ferrule removal. 2. The inspector shall also check for plumbness, dimensions, and other requirement, including required stud layout patterns, and when welding is through steel deck, that fusion is complete between studs and underlying beams. 3. Certification of the stud base qualification by manufacturer per AWS D1.1 shall be supplied to the inspector. Drill-In/Power-Driven Anchors: The testing agency shall verify procedures used for installation of all concrete anchors and monitor their installation for compliance with manufacturer's requirements. Nonshrink Grout Sampling and Testing: 1. Perform the following services as required to assure compliance with this specification. The Contractor shall notify the Engineer and inspection -testing agency of the brand and type of nonshrink grout in time for approval, sampling, and testing (if required). 2. The Owner's testing agency shall test the grout for strength, height change, and fluidity daily in accordance with ASTM C1107. a. Test specimen (cubes) shall be taken so as to represent as nearly as possible the batch of nonshrink grout from which they are taken. b. Make three test specimens from a batch of nonshrink grout for each period of test or test age. c. An additional test specimen shall be produced should it be necessary to perform further testing. This specimen is to be discarded should the additional testing not be necessary. d. Report exact mix tested, location of nonshrink grout in the work, cube identification, date of receipt of cube in laboratory, and nonshrink grout brand and type. PART 2 - PRODUCTS - NOT APPLICABLE PART 3 - EXECUTION - NOT APPLICABLE END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes: Requirements for temporary services and facilities, including utility services, construction and support facilities, Project security and protection. 1. Contractor may utilize Owner's Utility Services for the Work subject to requirements and limitations stated in the Contract Documents. 2. Supplemental Utility Services: Provided by Contractor where Owner furnished service does not comply with Project requirements, where capacity and location are not adequate for the Work and where conflicts occur with Owner's occupancy and progress of the Work. 3. Temporary Construction and Support Facilities: Provide as necessary and required for a safe, efficient, well -organized job site and ensure orderly progress of the Work. 4. Security and Protection: Provide as necessary to prevent unauthorized entry, loss, injury and hazardous conditions. 5. Construction Aids: Provide barricades, guardrails, scaffolding, bridging, shoring, stairs, lifts and similar devices as necessary. B. Use Charges: Paid by the Owner and shall not be a basis of claims for change -order nor increase in Contract amount. 1.2 SYSTEM DESCRIPTION A. Performance Requirements: Capacity, installation and operation of facilities shall provide safe, efficient, and sanitary conditions. Where Owner furnished services do not comply with required performance levels Contractor shall provide supplemental services, and as necessary for efficient performance of the Work. 1. Water: Supply and pressure adequate for construction processes, fire protection, sanitation, and plant maintenance. Provide potable drinking water and label all non - potable service. Sterilize piping prior to use. 2. Electricity: Install underground, unless otherwise required; provide automatic ground -fault interrupter for system circuits. 3. Illumination: Provide temporary lighting with local switching that provides adequate illumination for construction operations, observations, inspections, and traffic conditions. Provide lighting for security and protection without operating entire lighting system. 4. Heat and Ventilation: Provide for each stage of construction; maintain minimum 55 degree F. ambient temperature in permanently enclosed spaces, and other conditions specified in individual Sections; prevent damage to Work due to affect of climate and construction processes. 5. Conservation Plan: Establish to minimize consumption and avoid waste of utility services, and natural resources. Comply with Section 01745 for resource recovery and recycling. B. Sanitary Facilities: Weatherproof, conveniently located and adequate for use of all persons employed on the Project. Install self-contained toilet units or water and sewer connected temporary toilet facilities, as acceptable to Owner and authorities having jurisdiction. C. Provide most effective means available for containment of nuisances resulting from construction activities in existing structures adjacent and proximate to occupied areas. Temporary Partitions: Provide as necessary to abate nuisances generated by the Work to level acceptable to Owner and to prevent disruption of Owner occupancy, and as necessary for control of environment and other conditions of work area. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 2 Ventilation: Prevent migration of dust and odors resulting from construction activities. Provide supplemental air supply, including temporary ductwork and equipment, as necessary to establish negative and positive pressures zones; isolate areas where Work that could generate fumes, dust, and air borne nuisances is underway. Traffic Surface Protection: Provide as necessary and as directed to prevent damage to concrete, asphalt, and masonry pavements; walkways, drives and parking lots. Repair damaged surfaces at no expense to the Owner. D. Field Office: Insulated, weatherproof, and heated, with lockable doors and windows: standard prefabricated mobile units, or similar job -built construction suitable for Contractor's field supervision functions, meetings, and regular business operations. Meeting Facility: Equipped and sized to accommodate Project meetings of size and type required, but not fewer than ten participants, with audio-visual and information technology support facilities as required. E. Project Identification: Architect and Owner to approve all signs permitted on Project Site. 1.3 SUBMITTALS A. When directed, for each temporary facility, provide information and drawings as necessary to fully document the subject components, services, construction aid and products. B. Quality Assurance: Copies of reports, permits, and documents required by authorities and necessary for operation of temporary facilities. 1.4 QUALITY ASSURANCE A. Regulatory Requirements: Comply with W ISHA construction workplace safety rules or equivalent State agency having jurisdiction over the Project, requirements of municipal Bureaus and Departments, Utility Co. policies, and environmental protection regulations, for materials, equipment and installation and operating procedures. IBC Chapter 33 including WAC 51-50 amendments and municipal requirements. B. Safeguards During Construction: Comply with State and local authorities having jurisdiction over the Work as they may pertain to temporary facilities, work conditions and related areas of Contractor responsibility. 1. Pollution Control: Department of Ecology, Washington Administrative Rules, Chapter 173, for containment of nuisances generated by demolition and construction activities. 2. Comply with the requirements of NFPA Code 241, "Building Construction and Demolition Operations", the ANSI -Al 0 Series standards for "Safety Requirements for Construction and Demolition", and the NECA National Joint Guideline NJG-6 "Temporary Job Utilities and Services". a. Refer to "Guidelines for Bid Conditions for Temporary Job Utilities and Services", as prepared jointly by AGC and ASC for industry recommendations. 3. Temporary Utilities: Comply with utility company's requirements for procedures, materials and equipment. C. Inspections: Inspect and test each service before placing in use. Provide for required inspections and tests by governing authorities, and obtain certifications and permits required for use. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 3 1.5 SEQUENCING AND SCHEDULING A. Temporary Facilities: Ready for use at each location when first needed; maintain, expand and modify facilities as needed, remove when no longer required or replaced by approved permanent facilities. 1. Permanent Utility Service: Use in -lieu -of temporary service at earliest time feasible, subject to Architect's approval. 2. Water Service: Potable and approved by local health authority. B. Service Interruption: Schedule times acceptable to utility, and Owner for connection of temporary service. Provide advance notice of service interruptions as required. PART PRODUCTS 2.1 MATERIALS A. Materials and Equipment: Undamaged, in serviceable condition and suitable for use intended. Provide fire-resistant materials for construction within 50 ft. of building lines. 1. Use of recycled and used materials for temporary construction is -acceptable. 2. Wood: Fire -retardant treated material UL labeled Class "A". 3. Fire Extinguishers: Type ABC dry chemical sized and located for effective extinguishing of fires throughout the Project. B. Electrical Service: Comply with applicable NEMA, NECA and UL standards and governing regulations. 1. Voltage Differences: Identify with warning signs at other than 110-120 volt outlets. 2. Ground -Fault Protection: Provide on receptacle outlets. 3. Electrical Power Cords: Grounded with waterproof connectors; use "hard -service" cords where exposed to abrasion and traffic. 4. Light Fixtures: Capable of establishing ambient light levels sufficient for safe and efficient conduct of the Work and the Architect's observation. C. Temporary Partitions: Unless otherwise acceptable paint surfaces exposed to occupied areas, using VOC compliant paint. Dust Proof: 4 inch nominal studs, 3 ply, nylon reinforced polyethylene sheeting, Griffolyn T-55 Dust Partition or approved, 0.5 inch thick formaldehyde free oriented strand board or plywood and miscellaneous accessories adhesives, tape and anchors as necessary. Sound Control: Similar to dust proof except provide 6 inch nominal studs and insulate partition with unfaced fiberglass insulation batts complying with Section 07210. D. Mechanical Ventilation: Size for necessary operation to maintain Project safety and efficient performance of the Work. Where work is performed near occupied areas and where control of particulates is necessary provide for negative pressure in work areas relative to adjacent spaces. 1. Provide HEPA filtered air supply and exhaust as appropriate to controlling and isolating air borne contaminants from control area. 2. Size, configure and equip mechanical units such that they will not contribute to airborne contamination including but not limited to volume, and velocity of air, pattern of air distribution, and location of air inlets, outlets and exhaust. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 4 E. Fences: 11 gage galvanized chain link, six feet tall with 1.5 inch inside diameter galvanized steel line posts, 2.5 inch inside diameter corner posts, and lockable access gates for vehicles and personnel. PART 3 EXECUTION 3.1 INSTALLATION A. Electric Power: Install in compliance with National Electric Code (NFPA 70). 1. Exposed Wiring: Install in rigid conduit and raceways on grade, floors, and where subject to damage and abuse. 2. Circuits: Overload -protected by disconnect switch at power distribution center. B. Telephones: Minimum of three stations (voice, fax and data), each on a separate line. 1. Provide facsimile machine on dedicated line. 2. Electronic Communication Service: Provide temporary electronic communication service, including electronic mail utilizing a DSL or other acceptable high-speed internet connection. C Heating Facilities: Thermostatically controlled, self-contained LP gas or fuel oil heaters or other acceptable type. Do not use open burning and salamander type heating units. 1. Gasoline -burning space heaters: Indirect -fired type, located outside the building space, use only where the specified system for temporary heating cannot be used. 2. When necessary to provide suitable conditions for the Work, dehumidify tempered air. D. Temporary Enclosures: Protect the Work from exposure, to weather, and construction activities. Enclose areas where temporary heat is needed. Coordinate enclosures with construction processes, prevent dangerous conditions and effects. Close openings through the floor, roof decks and other horizontal surfaces with substantial load -bearing construction. 3.2 TEMPORARY CONTROL A. Minimize potential for contamination of air, water and soil, and other undesirable affects occurring from performance of work. Provide general protection facilities, operate temporary facilities, conduct construction activities, and enforce strict discipline for personnel on Site. Contractor shall provide remedial work necessary due to failure of pollution control measures, at no additional cost to the Owner. Provide necessary permits for pollution control activities. B. Noise Control: Contractor shall provide and maintain adequate and effective mufflers, sound barriers and controls for all construction equipment so that noise from this equipment can be controlled to satisfaction of Owner. Coordinate with Owner when construction work requires use of air hammers or other objectionable noisy equipment. Avoid the use of tools and equipment that produce noise in excess of 90 decibels 6 feet away from operating source. Restrict the use of noise making tools and equipment to hours that will minimize nuisance to Owner and neighboring occupants and residents. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 5 2. Avoid the use of equipment that may produce excessive vibration and shaking. C. Water Control: Grade site to drain. Maintain the site, excavations and construction free of standing and running water. Provide, operate, and maintain pumping equipment. Provide water barriers and conveyances to control drainage. Prevent soil erosion and silting of storm water structures. 1. Erosion and Sediment Control: Plan and execute construction by methods of control surface drainage waste disposal areas. Prevent erosion and sedimentation from excavation, cut -and -fill, and spoils. Minimize time and extent of soil exposure, and angle of repose for stockpiled material. 2. Construct fill and waste areas by selective placement to avoid erosive surface silts or clays. 3. Periodically inspect earthwork to detect evidence of erosion and sedimentation; promptly apply corrective measures. D. Temporary Roads and Paving: Locate as required for permanent facilities for similar uses. Obtain Architect's approval of modifications to permanent paving requirements desired to accommodate temporary paving. 1.. Extend and relocate as Work progress requires. Provide detours necessary for unimpeded traffic flow. 2. Provide and maintain access for emergency vehicles and services . 3. Paving: Adequately support loads and conditions of service anticipated during the construction period. E. Circulation and Vertical Conveyance: Provide temporary access as necessary for performance of the Work and until permanent access may be utilized. 1. Hoists and Lifting Devices: Provide for efficient movement of materials and personnel; include operating personnel where required. Make hoisting equipment available to all trades and lower tier contractors as necessary for efficient conduct of the Work. F. Exterior Dust Control: Streets, roads and other routes used for construction traffic shall be treated to prevent air borne dust and to contain tracking of dirt and construction detritus. Dust prevention measures, both indoors and outdoors shall be continuous until Final Acceptance by Owner. Provide interior dust control measures, such as temporary partitions, taping of air spaces at doors, maintenance of filters and protection of ducts, etc., as required to control dust. Coordinate to prevent accidental activation of particulate -sensing fire detection system as described under requirements for Hot Work Permit. G. Control dust and airborne contaminants during the Work to prevent migration beyond Work Area limits, entry to occupied areas and building systems, and minimize potential for adverse affect upon Owner's occupancy and use by the public. 1. Isolate work areas from adjacent spaces with temporary seals at all penetrations and create enclosed vestibules at any doorways that must be used in the course of the Work as necessary for establishment of negative pressure. 2. Temporary Partitions and Vestibule Enclosure: Framed, insulated (for acoustic control) with plastic sheeting on work side, and gypsum panel facings on each side. Tape or otherwise seal joints on work side and paint side facing occupied area. Provide gasketed passage door with hardware (including closer). Sign door to indicate construction area hazard, and access prohibitions. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 6 a. Vestibule Floors: Covered with high -tack walk -off mats. Inspected and replace mats on twice daily and replaced as necessary to maintain highly effective collection of particulates. 3. When trafficking through occupied areas waste and debris to be removed from the isolated work areas shall be contained in sealed 4 mil plastic bags, or in wheeled carts covered with a damp sheet. Collect waste within the isolated space before removal. Remove dust from carts immediately prior to transport material or waste, clean wheels with a damp cloth upon exiting the isolated space. a. Follow designated routes when accessing and leaving control areas. 4. Tools and Equipment: Bag or cover as required for debris or clean within vestibule to remove all particulates as acceptable to the Owner. 5. Air flow control requirements: Comply with Section 01 35 35; subject to Contractor verification there is no proximity to building air intakes nor other conflicts operable windows are may be exhausted as follows. a. All active work areas shall be further isolated from adjacent spaces with the provision of a temporary air evacuation system capable of producing the required negative air pressure without disruption to Owners facilities maintained at a negative air pressure relative to adjacent spaces. 3.3 TEMPORARY FIRE PROTECTION A. Until fire protection needs may be fulfilled by permanent facilities, install and maintain temporary fire protection facilities of types needed to adequately protect against reasonably predictable and controllable fire losses. 1. Comply with applicable recommendations of NFPA Standard 10 "Standard for Portable Fire Extinguishers". 2. Locate fire extinguishers of type and size appropriate to area of coverage and range of hazards present. Locate where most convenient, visible and effective for their intended purpose. Provide a minimum of two extinguishers on each floor, one in a general Work area, and one at primary stair or vertical access. 3. Store combustible materials in containers in recognized fire -safe areas. 4. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire protection facilities, stairways and other access routes for fighting fires. 5. Contractor shall ensure that contractor's employees are familiar with OWNERS' fire procedures and location of fire hydrants and extinguishers in adjacent parts of buildings or areas near construction area. B. Where temporary water outlets are available, provide hoses of sufficient length to reach construction areas. Hang hoses with warning sight to effect that hoses are for fire protection purposes and are not to be removed. Match hose sizes with outlet sizes and equip with suitable nozzles. C. Implement and supervise an overall fire prevention and fire protection program. 1. Instruct personnel in methods and procedures of program; post warnings and information, and enforce strict discipline. 2. Review needs with local fire department officials and establish procedures to be followed. 3. Maintain unobstructed access to extinguishers, fire hydrants, temporary fire hydrants, temporary fire protection facilities, stairways and other access routes for fighting fires. 4. Prohibit smoking inside all Owner facilities. 5. Provide extraordinary supervision of welding operations, combustion type temporary heating units, and similar sources of ignition for possible fires. 6. Submission and approval of Hot Work Permits prior to commencing work. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 7 3.4 SECURITY AND PROTECTION FACILITIES A. Security: Provide security and facilities to protect Work, existing facilities, and Owner's operations from unauthorized entry, vandalism, or theft. Coordinate with Owner's security program. Maintain security- program continuously throughout Project, until Owner occupancy, or Owner acceptance precludes need for security program. Provide control of all persons or vehicles leaving and entering Project Site, and maintain log of visitors. Owner will provide control and coordination of deliveries and vehicles related to Owner's existing operations. B. Barricades, Warning Signs and Lights: Comply with recognized standards and code requirements for the erection of substantial, structurally adequate barricades to prevent accidents and losses. Paint with appropriate colors, graphics and warning signs to inform personnel at the site and the public, of the hazard being protected against. Provide lighting where appropriate and needed, including flashing lights. C. Enclosure Fence: Install when excavation or other substantial elements of the Work begin. Enclose entire site or portions indicated. Provide fence with controlled access points and other features as necessary to secure the Site. Provide vision proof enclosure as necessary to prevent attractive nuisance or other hazard due to the Work. D. Sidewalk Bridge and Walkway: For safe passage of persons along the walkway. Coordinate with project entrance gates and other facilities. Comply with governing regulations and requests of governing authorities. Bridge: Heavy scaffold or shoring type framing, waterproofed heavy wood plank overhead decking, protective plywood enclosure walls, handrails, barricades, warning signs, lights, safe and well -drained walkways and similar provisions for protection and safe passage. Paint and maintain the facility in a manner acceptable to the Owner and the Architect. Construct the back wall to serve as the project enclosure fence. Extend the framed plywood back wall beyond the bridge structure, as needed, to complete the enclosure fence. E. Security Enclosure and Lockup: In addition to site enclosure, provide as necessary for interior work areas and within existing building. Substantial and durable general temporary enclosure. Provide lockable entrances adequate to prevent unauthorized entrance, vandalism, theft and similar deleterious effects and violations of project security. - Storage: A secure lockup, enforce strict discipline in connection with the timing of installation and release of materials, so that the opportunity for theft and vandalism is minimized. 3.5 OPERATION, MAINTENANCE, TERMINATION AND REMOVAL A. Operate and maintain temporary facilities in good condition. Protect from damage by freezing temperatures and similar elements due to weather, construction activities and vandalism. B. Temporary facilities are property of the Contractor: Remove when no longer needed, unless otherwise directed. Owner reserves the right to take possession of Project sign. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY FACILITIES AND CONTROLS SECTION 01 50 00 - 8 At substantial completion, clean and renovate permanent services and facilities that have been used to provide temporary services and facilities during the construction period, including but not limited to the following: a. Replace air filters and clean the inside of ductwork and housings. b. Replace significantly worn parts and parts that have been subject to unusual operating conditions. C. Replace lamps in the lighting system used for construction lighting as necessary to represent new goods as required by the Contract. 3.6 CLEANING AND PROTECTION A. Maintain Work in progress in a clean and orderly fashion on the basis of continuous maintenance. Protect Work in progress and adjoining work as necessary to ensure it is without damage nor deterioration at time of final acceptance. Clean and perform maintenance on installed work as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to ensure operability without damaging effects. B. Waste Material and Rubbish: Collect and dispose of daily. Do not permit waste to accumulate except when collected into containers specifically designed to safely contain waste. Handle hazardous and unsanitary waste separately. Dispose of waste material in a lawful manner. 1. Collected Waste: Not held on site longer than 5 days. 2. Burying and Burning on Site: Not permitted. C. Protection: Provide to prevent exposure of completed Work, and Work in progress, from damage, harm, and deterioration at all times. 1. Protect installed Work and provide special protection where specified in individual Specification Sections. 2. Provide temporary and removable protection for installed Products. Control activity in immediate work area to minimize damage. 3. Provide protective coverings at walls, projections, jambs, sills, and soffits of openings 4. Protect finished floors, stairs, and other surfaces from traffic, dirt, wear, damage or movement of heavy objects by protecting with durable sheet materials. 5. Prohibit traffic or storage upon waterproofed or roofed surfaces. If traffic or activity is necessary, obtain recommendations for protection from waterproofing or roofing material manufacturer. 6. Prohibit traffic from landscaped areas 7. Restore surfaces of existing building to original condition where damaged due to work of this Contract or due to insufficient protection. D. Damage to Site Improvements Due to Construction Activities: Contractor's responsibility to repair or compensate the Owner, as acceptable to the Owner; unless otherwise provided for in the Contract Documents. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY EROSION AND SECTION 01 57 13 - 1 SEDIMENT CONTROL PART GENERAL 1.1 SUMMARY A. Section Includes: Requirements for work and materials to minimize erosion from disturbed areas and construct facilities for treating storm water runoff during construction. 1.2 RELATED SECTIONS A. Section 31 00 00, "Earthwork" 1.3 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society for Testing and Materials (ASTM): 1. ASTM D 4397: (1991) Polyethylene Sheeting for Construction, Industrial and Agricultural Applications C. Environmental Protection Agency (EPA): 1. TM-180: (1987) Test Method for Turbidity D. King County (KC): 1. SWDM: (2009) Surface Water Design Manual 2. SPPM: (2009) Stormwater Pollution Prevention Manual E. Washington State Department of Transportation (WSDOT): 1. SS-1: (2014) Standard Specifications for Road, Bridge, and Municipal Construction PART PRODUCTS 2.1 FILTER FABRIC A. Mirafi 100x or approved equal. 2.2 POLYETHYLENE SHEETING A. ASTM D 4397, translucent, 6 mil thickness. 2.3 STRAW MULCH A. SS-1, Section 9-14.4(1). All straw mulch material shall be in an air dried condition free of noxious weeds and other materials detrimental to plant life. Straw shall be seasoned before bailing or loading. Straw mulch so provided shall be suitable for spreading with mulch blower equipment. Hay is not acceptable. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY EROSION AND - SECTION 01 57 13 - 2 SEDIMENT CONTROL ' 2.4 CATCH BASIN INSERTS A. SS-1, Section 8-01.3(9), "Inlet Protection, Below Grate Inlet." 2.5 QUARRY SPALLS FOR CONTRUCTION ACCESS A. SS-1, Section 9-13.6, "Quarry Spalls." 2.6 COMPOST FILTER SOCK A. SS-1, Section 9-14.5(6), "Compost Sock." Compost shall be in conformance with SS-1, Section 9-14.4(8), "Compost." PART 3 EXECUTION 3.1 GENERAL A. During construction the runoff of storm water flows shall be controlled and treated to minimize water quality impacts. The methods of clearing, dewatering, excavation and stockpiling materials shall provide for preventive measure to control silting and erosion, and to intercept and settle any runoff of turbid waters. Any downstream damage due to the failure by the contractor to fulfill these requirements will become the contractor's liability. Temporary erosion and sedimentation control are the Contractor's responsibility throughout the duration of the contract. The means and methods shown on the drawings and included in the specifications represent only minimum contract requirements and are not intended to represent a complete and comprehensive plan. It is the responsibility of the Contractor to maintain all erosion and sedimentation control systems to meet all requirements of this contract and all requirements of permitting and regulatory agencies. a. Any additions, improvements or changes to erosion control systems shall be designed in accordance with relevant regulations, the SWDM, and design standards, and shall be submitted for the Architect's approval. B. The Contractor shall implement Best Management Practices outlined in the SPPM to mitigate surface water pollution from construction activities. 3.2 INSTALLATION OF CATCH BASIN INSERTS A. Install at locations shown on the drawings and in accordance with manufacturer's recommendations. B. Install prior to commencement of any work. 3.3 INSTALLATION OF COMPOST FILTER SOCK A. Install at locations shown on the drawings and in accordance with manufacturer's recommendations. B. Install prior to commencement of any work. 3.4 ROCK CONSTRUCTION ACCESS A. Install at location indicated on the drawings. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TEMPORARY EROSION AND SECTION 01 57 13 - 3 SEDIMENT CONTROL 3.5 PROTECTION OF EXPOSED SURFACES A. Protect newly graded areas from traffic, erosion, and settlements that may occur after clearing, installation of silt fences, stockpiling, or excavation until hydroseeding and planting for permanent erosion control can be installed or until indicated on the contract schedule. Repair or reestablish damaged grades, elevations, or slopes. All exposed earth surfaces with a slope of 2:1 or steeper shall be protected from inclement weather by hydroseeding or with polyethylene sheeting staked to the ground as indicated. Individual polyethylene sheeting shall be overlapped a minimum of V-6" at the adjacent sheets. Exposed earth surfaces, with slopes flatter than 2:1 shall be protected from erosion with straw mulch spread over areas where concentrated surface water runoff is anticipated. B. At all times, any disturbed areas left unworked for more than 30 days shall be seeded. May 1 through September 30, temporary cover measures shall be installed on all areas left undisturbed for more than seven days. October 1. through April 30, minimum wet season requirements apply: 1. Install temporary cover measures on all areas that will remain unworked for more than two days and on stockpiles and steep cut and fill slopes. 2. Retain onsite a quantity of cover measures materials sufficient to cover all disturbed areas. 3. By October 8, temporarily seed and mulch all areas that will be unworked during the wet season. 4. Mulch all seeded areas. 5. Stabilize all construction traffic areas, unless already graveled. 3.6 MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL SYSTEMS A. The Contractor shall maintain, repair and replace all erosion and sediment control devices such that the system is in good working condition for the duration of the contract. B. All erosion control facilities shall be inspected each day and repaired as necessary to conform to detail requirements, or upon notification of deficiency. Repairs shall be made within 24 hours of notification. Additional facilities required by Contractor operations or scheduling of work shall be constructed by the Contractor at no additional cost. When sediment deposits reach a height of 6 inches on the sedimentation barrier, the barrier shall be cleaned or replaced. Replace inlet inserts based on manufacturer's recommendations. C. Construction Access: Maintain in a condition that will prevent tracking of mud onto public rights -of -way or adjacent property. This will require periodic top dressing as conditions demand. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PRODUCT REQUIREMENTS SECTION 01 60 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes requirements for general control of product, material, equipment, and substitution requests. 1.2 DEFINITIONS A. Products Including "materials", "equipment", "system" and terms of similar intent: Items to be incorporated in to the Work, regardless of whether specifically purchased for the Project or taken from the Contractor's stock. B. Named Products: Identified by use of the manufacturer's name, make, or model designation, current as of the date of the Contract Documents. C. Materials: Products that must be substantially cut, shaped, worked, mixed, finished and otherwise processed for incorporation into the Work. D. Equipment: A product with operational parts, whether motorized or manually operated, or requiring service connections. E. Method: Specific entity (including installers and subcontractors), technique, or sequence required by the Contract Documents. Substitutions: Contractor's requests for changes in the products, materials, equipment and methods of construction required by the Contract Documents. Unless otherwise required the Contractor's determination of and compliance with governing regulations and orders by authorities are "substitutions" and are not a basis for change orders. The following are not considered substitutions. a. Revisions to the Contract requested by the Owner or Architect. b. Substitutions accepted prior to the Contract Date, and included in the contract documents by addendum. c. Contractor Option where specific manufacturer and product are listed. Where only a manufacturer is listed provide a substitution request for the product of the listed manufacturer submitted in lieu of the specified product when requested by the Architect. 1.3 SUBMITTALS A. Substitution Request Submittal: Identify the product, fabrication, or method to be replaced by the substitution; include related specification section and drawing numbers. Include the following: 1. Complete product data, drawings and descriptions of products, and fabrication and installation procedures. 2. Samples where applicable or requested. 3. Detailed comparison of the proposed substitution with the work originally specified, including size, weight, durability, performance and visual effect. 4. Complete coordination information, and changes required in the Work to accommodate the substitution, including work performed by the Owner and separate Contractors. 5. Indicate effect substitution will have on the work schedule in comparison to the schedule without approval of the proposed substitution. 6. Provide complete cost information, including a proposal of the net change, if any in the Contract Sum. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PRODUCT REQUIREMENTS SECTION 01 60 00 - 2 7. Contractor certification that the proposed substitution will result in work that is equal -to or better than the work required by the Contract documents, and that it will perform adequately in the application indicated. 8. Contractor's waiver of rights to additional payment or time, which may subsequently be necessary because of the failure of the substitution to perform adequately. B. Substitution Request Form: Standard CSI form or similar approved form. Architect's Action: Post -bid substitutions; Within ten days of receipt of the Contractor's request for substitution, the Architect will notify the Contractor of either the acceptance or rejection of the proposed substitution. Acceptance of Substitutions During Bidding: By Addendum. Acceptance of Substitutions After Contract is Signed: By Change Order. 1.4 QUALITY ASSURANCE A. Source Limitations: Provide products of the same generic kind, from a single source, for each unit of work. B. Assembled Products and Constituent Components: Current production by manufacturers regularly engaged in the manufacture of such items. When two.or more of the same units are required, they shall be products of one manufacturer. Manufacturer of equipment assemblies, which includes components made by others, shall assume complete responsibility for the final assembled unit. Constituent Parts: Compatible with each other and with the total assembly for the intended service. Like parts shall be product of a single manufacturer. C. Compatibility of Products and Materials: Essential requirement for the incorporation of every product and material in to the Work. Each product and material selected for use in the Work must be compatible with other products previously selected. Universal compatibility between specified products and materials and alternative and substituted products and materials is not assured by the Contract documents, but must be provided by the Contractor. 1.5 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle products in accordance with manufacturer's recommendations, and standards referenced in individual Sections. Maintain fitness for intended application; prevent loss, theft, damage, contamination, deterioration, and overcrowding of Project. Minimize on - site storage period, especially for items known or recognized to be flammable, hazardous, and easily damaged. Ferrous and Galvanized Metal Products: Keep dry, off of the ground, covered with tarpaulins; provide for ventilation and escape of water vapor. Prevent wet storage stain. B. Deliver products to the site in the manufacturer's sealed container or other protective packaging complete with labels, tags, and instructions for handling, storing, unpacking, protecting and installing. C. Store products at the site in a manner that will facilitate inspection and measurement of quantity or counting of units. Avoid concentrated loads that could endanger supporting construction. Avoid extremes of temperature and humidity. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PRODUCT REQUIREMENTS SECTION 01 60 00 - 3 PART2 PRODUCTS 2.1 MATERIALS AND MANUFACTURED UNITS A. Products: New, Undamaged, comply with Contract requirements, and complete with all accessories, trim, finish, safety guards, devices and details necessary for a complete installation. 1. Provide products used successfully in similar conditions of service on other projects. 2. Replacement Parts and Product: Certified by Manufacturer as being readily available to Owner at a later date. B. Individual Requirements for Products and Manufacturers: Included in the Contract Documents, when conflicting requirements are discovered, obtain Architect's clarification before proceeding. Visual Matching: Determined by the Architect; request substitution where product is not available that matches the sample satisfactorily and complies with other requirements. C. Product Options: Controlled by Contract requirements only. 1. Except as denoted by the term "or approved" requests for substitution will be accepted only during the bidding period, comply with requirements for substitutions to obtain approval of unnamed product, and manufacturer. 2. Single Product, and Manufacturer Name: No options, provide as listed. 3. Multiple Product, and Manufacturer Names: Contractor's option, provide one from list 4. No Product, and Manufacturer Name: Contractor's option, provided choice complies with specified properties and performance characteristics, and is recommended in writing by manufacturer for conditions of service shown. General product performance is implied where express performances are specified. D. Manufacturer's Nameplate and Trademarks, do not attach or imprint on surfaces of products exposed to view in occupied spaces nor on the exterior of the completed project, except as required for labels and operating data: 1. Required Labels: Where required for observation after installation, locate on inconspicuous, accessible surface or otherwise conceal. 2. Permanent Equipment Nameplates: Provide on inconspicuous, accessible surface of each item of service -connected and power operated equipment. Include the following and essential operating data. a. Manufacturer and Product Names. b. Model and Serial Number. c. Capacities and Ratings. 2.2 SUBSTITUTIONS A. Contractor's submittal of and the Architect's acceptance of shop drawings, product data or samples which relate to work not complying with requirements of the contract documents, does not constitute an acceptable request, nor approval, for a substitution. B. Conditions: Contractor's request for substitution will be received and considered when extensive revisions to the contract documents are not required, when the proposed changes are in keeping with the general intent of the Contract, when the request is timely, fully documented and properly submitted, and one or more of the following conditions is satisfied, as determined by the Architect; otherwise requests will be returned without action except to record non -acceptance. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PRODUCT REQUIREMENTS SECTION 01 60 00 - 4 1. Request is received ten days prior to bid opening, except as otherwise permitted in this Section. 2. Specified product or method cannot be provided within the Contract time except as a result of the Contractor's failure to pursue the work promptly and to coordinate the various activities properly. 3. Specified product or method cannot receive necessary approval by a governing authority, and the requested substitution can be approved. 4. Substantial advantage is offered the Owner, in terms of cost, time, energy conservation or other considerations of merit, after deducting offsetting responsibilities the Owner may be required to bear, including additional compensation to the Architect for redesign and evaluation services, increased cost of other work by the Owner or separate contractors, and similar considerations. 5. Specified product or method cannot be provided, and coordinated in a manner which is compatible with other materials of the work, and where the Contractor certifies that the substitution will overcome the incompatibility. 6. The Architect will consider a request for substitution when the specified product or method is not available with the special warranty required for the Project and where the Contractor certifies that their proposed substitution will be warranted as required. PART 3 EXECUTION 3.1 INSTALLATION A. Except as otherwise indicated in individual sections of these specifications, comply with the manufacturer's instructions and recommendations for installation of the products in the applications indicated. Anchor each product securely in place, accurately located and aligned with other work. Clean exposed surfaces and protect surfaces as necessary to ensure freedom from damage and deterioration at time of acceptance. Protect installed Work, including Owner furnished Contractor installed components and Owner installed work, from damage due to construction activities. B. Installer's Inspection of Conditions: Require the Installer of each major unit of work to inspect the substrate to receive work and conditions under which the work is to be performed. The Installer shall report all unsatisfactory conditions in writing to the Contractor. Do not proceed with the work until unsatisfactory conditions have been corrected in a manner acceptable to the Installer. C. Inspect each item of materials and equipment immediately prior to installation. Reject damaged and defective items. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PRODUCT REQUIREMENTS SECTION 01600 - 5 SUBSTITUTION REQUEST TO: PROJECT: SPECIFIED ITEM: Section Page PROPOSED SUBSTITUTION: Article & paragraph The Construction Specifications Institute Northwest Region Description Attached data includes product description, specifications, drawings, photographs, performance and test data adequate for evaluation of request including identifying applicable data portions. Attached data also includes description of changes to Contract Documents and proposed substitution required for its proper installation. Undersigned certifies following items, unless modified by attachments, are correct: 1. Proposed substitution does not affect dimensions shown on drawings. 2. Undersigned pays for changes to building design, including engineering design, detailing, and construction costs caused by proposed substitution. 3. Proposed substitution has no adverse effect on other trades, construction schedule, or specified warranty requirements. 4. Maintenance and service parts available locally or readily obtainable for proposed substitution. Undersigned further certifies and guarantees that function, appearance, and quality of proposed substitution are equivalent or superior to specified item. Undersigned agrees, if this page is reproduced, terms and conditions for substitutions found in Bidding Documents apply to this proposed substitution. Submitted by: Name (Print) Signature Firm Name Address City, State, Zip Date Telephone Fax Attachments: 214012 COVERED AIRPARK MUSEUM OF FLIGHT General Contractor (if after award of Contract) For use by A/E Approved Approved as noted Not Approved Received too late B Date Remarks 012615 PERMIT SUBMITTAL FIELD ENGINEERING SECTION 01 71 23 - 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes requirements for survey and layout of construction staking from control points as necessary to establish site dimensions and reference grids and produce record documentation of the Work. 1.2 SUBMITTALS A. Submittals: Survey Notes: Submit two copies of survey notes to Architect prior to finalizing survey. Record documentation: Before substantial completion, document significant features that have resulted from construction of the project including control points, principal lines and levels and related information that may be useful to the Owner. 1.3 QUALITY ASSURANCE A. Qualifications: Land Surveyor or Professional Engineer experienced and specializing in land survey work, and registered in the State of Washington to perform Work of this section. PART 2 PRODUCTS - Not Used PART 3 EXECUTION 3.1 EXAMINATION A. Verification of Conditions: Verify information shown on drawings against Owner's property survey and existing benchmarks prior to laying out the Work. Locate benchmarks and establish a minimum of three permanent control points; record locations with vertical and horizontal data. B. Major differences found between the horizontal or vertical alignment data shown on the Drawings and the alignment observed on the ground shall be referred to the Architect. Staking of these areas shall be deferred until these differences are reconciled. C. Location of Existing Utilities and Improvements: Verify locations in field for utilities inside existing buildings and throughout the Project site regardless of whether indicated or not. Location indicated on drawings is approximate and may differ from actual location. D. The Contractor must comply with Washington Regulation RCW 19 and Chapter 19.122 and procedures of the Washington Utilities Coordinating Council] and shall notify all utility companies for line locations prior to start of the Work. When interruption of utility service is required for the Work, the Contractor shall be responsible for temporary services and protection of work to remain. Notify the utility and the Architect upon discovery of uncharted utilities and provide complete information of service type, ownership and location. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL FIELD ENGINEERING SECTION 01 71 23 - 2 2. The Contractor shall be responsible for all losses and expense incurred due to utility damage and unscheduled interruption resulting from the Work. 3.2 PERFORMANCE A. Working from established lines and levels, provide and maintain bench marks and points to set locations, lines and levels for the Work as needed to properly place each element of the Project. Calculate and measure required dimensions as shown within recognized tolerances. Do not scale dimensions from drawings. Advise lower tier contractors of Project locations, lines and levels established for their use. 1. Record locations and elevations of adjoining structures, pavements, and improvements, as required for record documentation and to monitor for settlement, displacement and other conditions that might be construed as damage incidental to Work. 2. Marking Stakes: Sufficient size and material durability for efficient and accurate performance of the Work. Permanently mark stakes with a legible identification containing all pertinent data. B. Before proceeding with the layout of actual work, verify the layout information shown on the drawings in relation to the property survey and existing benchmarks. As work proceeds, check every major element for line, level and plumb. Maintain a surveyor's log or record book of such checks; make this log or record book available for the Architect's reference. Record deviations from required lines and levels, and advise promptly upon detection of deviations that exceed indicated or recognized tolerances. Record accepted deviations on record drawings. Locate, lay -out, and maintain the following until construction is complete and accepted: 1. Site Improvements: Pavements, grading stakes, utility slopes, and invert locations. 2. Building Lines and Levels: Batter boards, column grids, floor levels, and control points for mechanical and electrical Work. 3. Existing Utilities: Control points for relocation. C. Do not begin construction work until stakes, marks, and controls established by the Contractor for that particular construction item are approved in writing by the Architect. Approval of the construction staking work shall not relieve the Contractor of responsibility for maintaining survey work and correcting errors, whether the errors are discovered during the actual survey work or in subsequent phases of the project. D. Tolerances: Maintain a neat, well -organized log of survey work. Record deviations from required lines and levels, notify Architect when deviations exceed typical and specified tolerances. Conform to tolerances specified in individual Sections and the following: 1. Cut and Fill Depths: Within 0.5 ft. for consecutive locations. 2. Finished Grades: 0.1 ft. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CUTTING AND PATCHING SECTION 01 73 29 - 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes: Requirements for cutting of new and existing construction to provide for access, inspection, and performance of the Work, and subsequent fitting and patching to restore the appearances of cut areas. Requirements of this Section also apply to alteration and repair of in -place construction including without limitation termination of selective demolition. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Cutting and patching shall adversely affect neither the physical nor aesthetic characteristics of assemblies and finishes affected by work of this Section as determined by the Architect. Completed patching work shall provide a uniform appearance without evidence of repair. Where the Work is to be cut and patched, comply with Contract Document requirements for each component and the overall assembly. B. Performance Requirements: Remedial work shall conform to load requirements and meet or exceed the physical characteristics of the work it replaces and be compatible with the adjacent materials and assemblies. 1.3 SUBMITTALS A. Procedural Proposal for Cutting and Patching: Where prior approval of cutting and patching is required, and when directed for other work, submit procedures proposed for cutting and patching well in advance of the time work will be performed and request approval to proceed. Include the following information, as applicable, in the submittal. 1. Describe nature of the work and how it is to be performed, indicating why cutting and patching cannot be avoided. Describe anticipated results of the work in terms of changes to existing work, including structural, operational and visual changes as well as other significant elements. 2. List products to be used and firms that will perform cutting and patching. Confirm all requirements necessary for the preservation of existing warranty coverage including but not limited to qualifications for who may perform cutting and patching work. 3. State dates when work is expected to be performed. 4. List utilities that may be disturbed, relocated, temporarily out -of -service and otherwise be affected; indicate how long utility service will be disrupted. 5. Where structural work will be altered, submit details and engineering calculations to document that there is no adverse affect upon performance of the remaining structure. 6. Approval by the Architect to proceed with cutting and patching work does not waive the Architect's right to later require complete removal and replacement of unsatisfactory Work. 1.4 QUALITY ASSURANCE A. Employ skilled workers having minimum of five years experience with assemblies and materials similar to cutting and patching Work required for this Project. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CUTTING AND PATCHING SECTION 01 73 29 - 2 B. Cutting and Patching of New Work: Retain the original installer, and fabricator to cut and patch new work and work where existing warranties may otherwise be voided. C. Before cutting and patching the following categories of work, obtain the Architect's approval to proceed as required in the procedural proposal for cutting and patching. 1. Primary Structural Components: Girders, beams, joists, columns, piers, bearing walls, foundations, etc. 2. Secondary Structural Components: Lintels, equipment supports, decking, stair systems, retaining walls, etc. 3. Weatherproof Enclosures: Roofing, flashing, curtain walls, storefront systems, exterior doors and windows. 4. Mechanical, electrical, -communication, and conveying systems. 5. Primary operational systems and equipment including noise and vibration control elements and systems. 6. Other work as directed. PART PRODUCTS 2.1 MATERIALS A. Unless otherwise indicated or directed provide Work identical to adjacent and similar assemblies as determined by the Architect. When identical materials are not available, or cannot be used, use materials matching existing adjacent and similar surfaces to the fullest extent possible with regard to visual effect and physical characteristics. PART 3 EXECUTION 3.1 INSTALLATION A. Verification of Conditions: Examine materials, assemblies and conditions under which the work is to be performed and identify means and methods for performing the work and materials and products necessary to complete required alterations and remedial work. Before proceeding with cutting and patching, and as necessary in the course of the work, correct conditions that may jeopardize the integrity and appearance of existing and remedial work. 3.2 PREPARATION A. Protection: Prevent damage to Work during cutting and patching. Protect from weather Work exposed to the exterior by cutting and patching operations. Provide temporary shoring and bracing to maintain existing position and prevent movement of Work. B. Do not cut existing mechanical systems and utilities until provisions to maintain service are in place. C. Where possible, review proposed procedures with the original installer and comply with original installer's recommendations. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CUTTING AND PATCHING SECTION 01 73 29 - 3 3.3 CUTTING A. Cutting: Use methods least likely to damage work to be retained and adjoining work. Make penetrations neatly, to sizes required, minimize disturbance of Work to remain. Use tools designed for sawing or grinding, not hammering and chopping. Cut and drill exposed surfaces from finished side into concealed surfaces. Cutting of Concrete and Masonry: Use acceptable cutting tool leaving a clean regular edge, impact tools are not acceptable. Contain dust, water and other waste generated by cutting activity. Mitigate noise, vibration and other nuisances as required to prevent adverse impact to Owner's occupancy. B. Utility Services to be Abandoned In -place: Comply with requirements of Division 21, 22, 23, 24 and 26 Sections. As a minimum cap, valve, and seal ductwork, pipe, and conduit to remain, and maintain serviceability of utilities. 3.4 PATCHING A. Seams: Durable without change of texture, plane, and profile in finished Work. Restore exposed finishes of patched areas and where necessary extend finish restoration into retained adjoining work in a manner which will eliminate evidence of patching and refinishing. Where repair occurs in a smooth finished surface or may otherwise create a detectable extend repair to natural break to eliminate appearance of patch. B. Floor, Wall, and Ceiling Surfaces: Patch and repair provide even surface of uniform color and appearance. Where necessary to achieve uniform color and appearance, remove existing finish and coverings and replace with new materials. C. Where partitions are removed, patch floors, walls, and ceilings, with finish materials to match existing. D. Suspended Acoustical Ceilings: Do not use damaged panels, repair and replace panels as directed and reinstall in suspended support system. Where suspension system is cut or damaged it shall be replaced with new components. Repaired ceilings shall provide an even planar surface of uniform appearance. E. Appurtenances : Convenience outlets, switches, fixtures and similar components removed from assemblies to remain. Repair and patch framing, backing materials and finishes cut, altered and damaged in conjunction with removal work. F. Tolerances: In addition to performance requirements of this Section, comply with tolerances specified in individual technical Sections for repair of specific assemblies and materials. 3.5 TRANSITION BETWEEN IN -PLACE AND REMEDIAL WORK A. Transitions between new and existing work shall be durable, not visible under careful examination with no adverse effect on performance of the completed work. Patched work shall match existing adjacent work in texture and appearance so that the patch or transition is invisible. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CUTTING AND PATCHING SECTION 01 73 29 - 4 B. When finished surfaces are cut in such a way that a smooth transition with new work is not possible, terminate existing surface in an approved manner at a natural line of division, and provide trim appropriate to finished surface. 3.6 CLEANING A. Clean areas and spaces where work is performed and used for access to work. Remove paint, mortar, oils, putty and items of similar nature. Clean ducts, pipes, conduit and similar features before finishes are applied. Restore damaged pipe covering to its original condition. Remove dirt and debris from concealed areas exposed by cutting and patching work regardless of whether the area will be left exposed or concealed when work is completed. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL RESOURCE RECOVERY AND RECYCLING SECTION 01 74 19 - 1 1.1 SUMMARY A. Section includes: Administrative and procedural requirements for construction waste management activities. 1.2 GOALS AND PROCEDURES A. Contractor shall strive to maximize the diversion of waste form disposal via landfill. The Owner has established a waste management goal for this Project to divert 90 percent of construction demolition and land clearing debris (CDL) from landfill disposal. The Contractor shall consult with the Owner where this goal appears to be unachievable within Project constraints and request direction. B. To achieve this goal, the Contractor shall develop for review and Owner's approval, a Waste Management Plan for this Project. C. Waste that is hazardous or unacceptable waste must be disposed of in accordance with all applicable local, State and Federal regulations. 1.3 DEFINITIONS A. Construction, Demolition, and Land Clearing (CDL) Waste: Includes all non -hazardous solid wastes resulting from construction, remodeling, alterations, repair, demolition and land clearing and material that is recycled, reused, salvaged or disposed as garbage. Salvage: Recovery of materials for reuse. C. Reuse: Making use of a material without altering its form. Materials can be reused on -site or reused on other projects off -site. Examples include, but are not limited to the following: Grinding of concrete for use as subbase material. Chipping of land clearing debris for use as mulch. D. Recycling: The process of sorting, cleaning, treating, and reconstituting materials for the purpose of using the material in the manufacture of a new product. E. Source -Separated CDL Recycling: The process of separating recyclable materials in separate containers as they are generated on the job -site. The separated materials are hauled directly to a recycling facility or transfer station. F. Co -mingled CDL Recycling: The process of collecting mixed recyclable materials in one container on -site. The container is taken to a material recovery facility where materials are separated for recycling. G. Approved Recycling Facility: Any of the following: A facility that can legally accept CDL waste materials for the purpose of processing the materials into an altered form for the manufacture of a new product. Material Recovery Facility: A general term used to describe a waste -sorting facility. Mechanical, hand -separation, or a combination of both procedures, is used to recover recyclable materials. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL RESOURCE RECOVERY AND RECYCLING SECTION 01 74 19 - 2 1.4 PERFORMANCE REQUIREMENTS A. General: Divert CDL waste, by weight, from the landfill by one, or a combination of the . following activities: 1. Salvage 2. Reuse 3. Source -Separated CDL Recycling 4. Co -mingled CDL Recycling 1.5 SUBMITTALS A. Waste Management Plan: Submit three copies of Plan prior to performing Demolition Work. B. Waste Management Report: Provide final cumulative Waste Management Report as part of Final Completion documentation. 1.6 WASTE MANAGEMENT PLAN A. The Contractor shall develop a plan consisting of waste types, quantity by weight, methods of disposal, handling and transportation procedures. Include separate sections in plan for construction demolition and land clearing debris. B. Organize the waste management plan to include the following information: 1. Types and estimated quantities, by weight, of CDL waste expected to be generated during demolition and construction. 2. Proposed methods for CDL waste salvage, reuse, recycling and disposal during demolition including, but not limited to, one or more of the following: a. Contracting with a deconstruction specialist to salvage materials generated, b. Selective salvage as part of demolition contractor's work, c. Reuse of materials on -site or sale or donation to a third party. 3. Proposed methods for salvage, reuse, recycling and disposal during construction including, but not limited to, one or more of the following: a. Requiring Subcontractors to take their CDL waste to a recycling facility, b. Contracting with a recycling hauler to haul recyclable CDL waste to an approved recycling or material recovery facility. C. Processing and reusing materials on -site. d. Self -hauling to a recycling or material recovery facility. 4. Name of recycling or material recovery facility receiving the CDL wastes. 5. Handling and Transportation Procedures: Include method that will be used for separating recyclable waste including sizes of containers, container labeling, and designated location on Project Site where materials separation will be located. 1.7 WASTE MANAGEMENT REPORT A. Waste Management Report: The Contractor shall submit a cumulative waste management report on a form, approved by the Owner, with the following attachments: 1. A record of the type and quantity, by weight, of each material salvaged, reused, recycled or disposed. 2. Total quantity of waste recycled as a percentage of total waste. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL RESOURCE RECOVERY AND RECYCLING SECTION 01 74 19 - 3 3. Disposal Receipts: Copy of receipts issued by a disposal facility for CDL waste that is disposed in a landfill or, if approved by Owner, estimated quantity for actual disposed content which is less than one ton. 4. Recycling Receipts: Copy of receipts issued by approved recycling facility or, if approved by Owner, estimated quantity for actual recycled content which is less than one ton. 5. Salvaged Materials Documentation: Types and quantities, by weight, for materials salvaged for reuse on site, sold or donated to a third party. 1.8 CONSTRUCTION WASTE MANAGEMENT MEETING A. The Contractor shall schedule a construction waste management meeting and administer, record and distribute copies of meeting minutes to all attendees. Agenda Items: Review methods and procedures related to waste management including, but not limited to the following: a. Review and discuss waste management plan including identification and responsibilities of Contractor's Waste Management Coordinator. b. Review requirements for documenting quantities of each type of waste and its disposition. C. Review and finalize procedures for materials separation and verify availability of d. Review procedures for periodic waste collection and transportation to recycling and disposal facilities. e. Review waste management requirements for each trade. PART 2 — PRODUCTS (Not Used) PART 3 — EXECUTION 3.1 CONSTRUCTION WASTE MANAGEMENT A. Contractor shall designate on -site representative(s) who will be responsible for instructing workers and overseeing and documenting results of the Waste Management Plan for the Project. B. Provide containers for CDL waste that is to be recycled clearly labeled as such with a list of acceptable and unacceptable materials. The list of acceptable materials must be the same as the materials recycled at the receiving material recovery facility or recycling processor. C. The collection containers for recyclable CDL waste must contain no more than 10% non - recyclable materials, by volume. D. Provide containers for CDL waste that is disposed in a landfill clearly labeled as such. E. Use detailed material estimates to reduce risk of unplanned and potentially wasteful cuts. F. To the greatest extent possible, include in material purchasing agreements a waste reduction provision requesting that materials and equipment be delivered in packaging made of recyclable material, that they reduce the amount of packaging, that packaging be taken back for reuse or recycling, and to take back all unused product. Insure that subcontractors require the same provisions in their purchase agreements. G. Conduct regular visual inspections of dumpsters and recycling bins to remove contaminants. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL RESOURCE RECOVERY AND RECYCLING SECTION 01 74 19 - 4 . 3.2 SOURCE SEPARATION A. General: Separate recyclable materials from CDL waste to the maximum extent possible. Separate recyclable materials by type. 1. Provide containers, clearly labeled, by type of separated materials or provide other storage method for managing recyclable materials until they are removed from Project Site. 2. Stockpile processed materials on -site without intermixing with other materials. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust. 3. Stockpile materials away from demolition area. Do not store within drip line of remaining trees. 4. Store components off the ground and protect from weather. 3.3 CO -MINGLED RECYCLING A. Do not put CDL waste that will be disposed in a landfill into a co -mingled CDL waste recycling container. 3.4 REMOVAL OF CONSTRUCTION WASTE MATERIALS A. Remove CDL waste materials from project site on a regular basis. Do not allow CDL waste to accumulate on -site. B. Transport CDL waste materials off Owner's property and legally dispose of them. C. Burning of CDL waste is not permitted. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CLOSEOUT PROCEDURES SECTION 01 77 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes administrative and procedural requirements to be fulfilled near the end of the Contract time in preparation for final acceptance of the Work and final payment to the Contractor and normal termination of the Contract. B. Contract Close-out: Directly related to "Substantial Completion" and "Final Acceptance". Specific requirements for individual units of work are included in the individual Sections of the Specifications. 1. Substantial Completion: A single time period for the entire Work unless otherwise required. 2. Final Acceptance: Subsequent to Substantial Completion; a single time period for the entire Contract regardless of any incremental procedures for establishing Substantial Completion. C. Following Contractor's certification of completion and request for review, the Architect will review the Work once for Substantial Completion and once for Final Acceptance. 1. Upon completion of each review, the Architect will prepare either a Substantial Completion or Final Acceptance certificate, or advise the Contractor of incomplete work and unfulfilled prerequisites. 2. Where more than one review for either Substantial Completion or Final Acceptance is required the Contractor shall reimburse the Owner for all costs associated with these additional reviews. 1.2 PREREQUISITES FOR SUBSTANTIAL COMPLETION A. Complete the following before requesting the Architect's review for certification of substantial completion, either for the entire Work or for portions of the Work. List known exceptions in the request. 1. In the progress payment request that coincides with, or is the first request following, the date substantial completion is claimed, show either 100 percent completion for the portion of the Work claimed as "substantially complete", or list incomplete items, the value of incomplete work, and reasons for the Work being incomplete. 2. Include supporting documentation for completion as required in the Contract Documents. 3. Submit an accounting of changes to the Contract Amount. 4. Advise Owner of pending insurance change -over requirements. 5. Submit special warranties, workmanship/maintenance bonds, maintenance agreements, final certifications and similar documents. 6. Obtain and submit releases enabling the Owner's full, unrestricted use of the Work and access to services and utilities. Where required, include occupancy permits, operating certificates and similar releases. 7. Submit record drawings, maintenance manuals, final contract photographs, damage or settlement survey, and all other record documentation. 8. Deliver tools, spare parts, extra stocks of material and similar physical items to Owner. 9. Make the final change -over of locks and transmit keys to the Owner. Advise the Owner's personnel of the change -over in security provisions. 214012 . COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CLOSEOUT PROCEDURES SECTION 01 77 00 - 2 10. Complete start-up testing of systems, and instruction of the Owner's operating and maintenance personnel. Discontinue or change over and remove temporary facilities and services from the site, along with construction tools and facilities, and similar elements. 11. Complete final cleaning up requirements, including touch-up painting of marred surfaces. 12. Repair and restoration of damaged finishes. B. Review Procedure: Upon receipt of the Contractor's request for Substantial Completion review, the Architect will either proceed with review or advise the Contractor of unfulfilled prerequisites. Following the review, the Architect will prepare the certificate of Substantial Completion, or advise the Contractor of work that must be performed before the certificate will be issued and that a reinspection is required to establish Substantial Completion. Results of the Substantial Completion review will form the Architect's "punch -list" of work to be completed for Final Acceptance. 1.3 PREREQUISITES FOR FINAL ACCEPTANCE A. Complete the following before requesting the Architect's final review for certification of final acceptance, and final payment as required by the General Conditions. List known exceptions, if any, in the request. 1. Submit the final payment request with final releases and supporting documentation not previously submitted and accepted. Include certificates of insurance for products and completed operations where required. 2. Submit an updated final statement, accounting for final additional changes to the Contract Sum. 3. Submit a certified copy of the final punch -list of itemized work to be completed or corrected, stating that each item has been completed or otherwise resolved for acceptance and has been endorsed and dated by the Architect. 4. Submit consent of surety, and final waiver of lien. 5. Submit evidence of final, continuing insurance coverage complying with insurance requirements. B. Review Procedure: Upon receipt of the Contractor's request for Final Acceptance review, the Architect will either proceed with review or advise the Contractor of unfilled prerequisites. Following the review, the Architect will prepare the certificate of Final Acceptance or advise the Contractor of work that must be performed before the certificate will be issued and that a reinspection is required to establish Final Acceptance. 1.4 RECORD DOCUMENTS A. Do not use record documents for construction purposes; protect from deterioration and loss in a secure, fire -resistive location; provide access to record documents for the Architect's reference during normal working hours. Upon completion of mark-up, submit complete set of record documents to the Architect for the Owner's records. Mark-up record documents to show the actual installation where the as -built work varies substantially from the work as originally shown. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CLOSEOUT PROCEDURES SECTION 01 77 00 - 3 2. Mark the document most capable of recording the actual as -built condition fully and accurately. Give particular attention to concealed work that would be difficult to measure and record at a later date. 3. Annotate cross-references to other record documents and Contract modifications where applicable. B. Record Drawings: Complete set of opaque reproductions acceptable to the Architect of Contract drawings and shop drawings in a clean, undamaged condition. Where shop drawings are used for mark-up, record a cross-reference at the corresponding location on the Contract drawings. 1. Mark record sets with red erasable pencil and, where feasible, use other colors to distinguish between variations in separate categories of work. 2. Mark-up new information which is known to be important to the Owner, but may not be fully described on Contract Drawings or shop drawings. 3. Organize record drawing sheets into manageable sets, bind with durable paper cover sheets, and print suitable titles, dates and other identification on the cover of each set. C. Record Specifications: Maintain one complete copy of the Contract Manual, including specifications and addenda, and one copy of other written constriction documents such as change orders and similar modifications issuedin printed form during construction. Give particular attention to substitutions, selection of options. Cross reference record drawing information and product data, where applicable. D. Record Product Data: Maintain one copy of each product data submittal. Mark these documents to show significant variations in the actual Work performed in comparison with the submitted information. Include both variations in the products as delivered to the site, and variations from the manufacturer's instructions and recommendations for installation. Give particular attention to concealed products and portions of the Work which cannot otherwise be readily discerned at a later date by direct observation. Note related change orders and mark- up of record drawings and specifications. E. Upon completion of mark-up, submit complete set of record product data to the Architect for the Owner's records. F. Maintenance Manuals: Three bound sets in heavy-duty 2-inch, 3-ring vinyl -covered binders, with pocket folders for folded sheet information, provide multiple volumes where a single two inch binder is not sufficient. Mark the appropriate identification on both front and spine of each binder. Provide table of contents and index for each binder, and include the following types of information: 1. Emergency operation and shut -down instructions. 2. Spare parts listing. 3. Copies of warranties. 4. Wiring diagrams, flow charts and similar descriptive function diagrams. 5. Recommended maintenance cycles, trouble -shooting and inspection procedures 6. Shop drawings and product data germane to maintenance. G. Special Warranty Documents: Bound in 3-ring lose -leaf binder sized for contents with table of contents. Provide identifying dividers for each separate warranty organizing document in accordance with the division and Sections of the Project Manual. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CLOSEOUT PROCEDURES SECTION 01 77 00 - 4 Cover: Project identification and general binder contents. Provide additional copies of each warranty to include in operation and maintenance manuals. PART 2 PRODUCTS -- NOT USED PART 3 EXECUTION 3.1 CLOSE-OUT PROCEDURES A. General Operating and Maintenance Instructions: Arrange for each installer of operating equipment and other work that requires regular or continuing maintenance, to meet at the site with the Owner's personnel to provide necessary basic instruction in the proper operation and maintenance of the entire Work. Where installers are not experienced in the required procedures, include instruction by the manufacturer's representatives. As part of this instruction provide a detailed review of the following items: a. Maintenance manuals b. Record documents c. Spare parts and materials d. Tools e. Lubricants f. Fuels g. Identification systems h. Control sequences i. Hazards j. Cleaning k. Warranties, bonds, maintenance agreements and similar continuing commitments. As part of this instruction for operating equipment demonstrate the following procedures: a. Start-up b. Shut -down c. Emergency operations d. Noise and -vibration adjustments e. Safety procedures f. Economy and efficiency adjustments g. Effective energy utilization 3.2 FINAL CLEANING A. General Cleaning during the regular progress of the Work is required by the General Conditions and as required in Section 01500. B. Final Cleaning: As directed and required. Employ experienced workers or professional cleaners for final cleaning. Clean each surface or unit of work to the condition expected from a normal, commercial building cleaning and maintenance program. Comply with the manufacturer's instructions for operations. Special cleaning requirements for specific units of Work are included in the appropriate sections of Divisions 2 through 16. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL CLOSEOUT PROCEDURES SECTION 01 77 00 - 5 C. Complete the following cleaning operations before requesting the Architect's review for certification of substantial completion. 1. Remove labels which are not required as permanent labels. 2. Clean transparent materials, including mirrors and glass in doors and windows, to a polished condition. Remove putty and other substances which are noticeable as vision - obscuring materials. Replace chipped or broken glass and other damaged transparent materials. 3. Clean exposed exterior and interior hard -surfaced finishes to a dust -free condition, free of dust, stains, films and similar noticeable distracting substances. Restore reflective surfaces to their original reflective condition. Leave concrete floors broom clean. Vacuum carpeted surfaces. 4. Wipe surfaces of mechanical and electrical equipment clean. Remove excess lubrication and other substances. Clean plumbing fixtures to a sanitary condition. Clean light fixtures and lamps. 5. Clean the Site, including landscape development areas, of rubbish, litter and other foreign substances. Sweep paved areas to a broom clean condition; remove stains, spills and other foreign deposits. Rake grounds that are neither paved nor planted, to a smooth even -textured surface. D. Removal of Protection: Except as otherwise indicated or requested by the Architect, remove temporary protection devices and facilities which were installed during the course of the work to protect previously completed work during remainder of the construction period. E. Where extra materials of value remaining after completion of associated work have become Owner's property, dispose of these materials to the Owner's best advantage as directed. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL SELECTIVE SITE DEMOLITION SECTION 02 41 00 - 1 PART GENERAL 1.1 SUMMARY A. Section Includes: Requirements for demolition and/or removal work as a part of new construction. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. Code of Federal Regulations (CFR): 1. 29 CFR 1910: Occupational Safety and Health Standards 2. 29 CFR 1926: Occupational Safety and Health Regulations for Construction 1.3 GENERAL REQUIREMENTS A. Do not begin demolition until authorization is received from the Owner. Remove rubbish and debris from the project site daily; do not allow accumulations inside or outside the building. Store materials that cannot be removed daily in areas specified by the Owner. 1.4 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." 1. Submit the proposed Demolition Plan, which delineates demolition and removal procedures. 2. Demolition plan shall include procedures and coordination with other work in progress, a disconnection schedule of utility services, and a detailed description of methods and equipment to be used for each operation and of the sequence of operations. 1.5 REGULATORY AND SAFETY REQUIREMENTS A. Comply with federal, state, and local hauling and disposal regulations. B. Perform all excavation work in accordance with all applicable requirements of governing authorities and applicable rules and regulations of 29 CFR 1926 and 29 CFR 1929. 1.6 DUST AND DEBRIS CONTROL A. Prevent the spread of dust and debris to occupied portions of the building, on pavements, and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution. Vacuum and dust the work area daily. Sweep pavements as often as necessary to control the spread of debris. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL SELECTIVE SITE DEMOLITION SECTION 02 41 00 - 2 1.7 PROTECTION A. Traffic Control Signs: Where pedestrian, and driver, safety is endangered in the area of removal work, use traffic barricades with flashing lights. Anchor barricades in a manner to prevent displacement. Notify the Owner prior to beginning such work. B. Existing Work: Protect existing work which is to remain in place, be reused, or remain the property of the Owner. Repair items, which are to remain and which are damaged during performance of the work to their original condition, or replace with new. Do not overload structural elements or pavements to remain. Provide new supports and reinforcement for existing construction weakened by demolition or removal work. Repairs, reinforcement, or structural replacement must have Owner approval. C. Facilities: Protect utility services. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections to utilities. 1.8 RELOCATIONS A. Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Repair items to be relocated, which are damaged or replace damaged items with new undamaged items as approved by the Owner. PART PRODUCTS NOT USED PART 3 EXECUTION 3.1 EXISTING FACILITIES TO BE REMOVED A. Structures: Remove indicated existing structures and foundations. B. Utilities and Related Equipment: Remove existing utilities as indicated and terminate in a manner conforming to the nationally recognized code covering the specific utility and approved by the Owner. If utility lines are encountered that are not shown on drawings, contact the Owner for further instructions. C. Paving and Slabs: Provide neat sawcuts at limits of pavement removal as indicated. Remove sawcut concrete and asphaltic concrete paving and slabs as indicated. 3.2 FILLING A. Fill holes, open basements, and other hazardous openings in accordance with Section 31 00 00, "Earthwork." 3.3 DISPOSITION OF MATERIALS A. Title to Materials: Except where specified in other sections, all materials and equipment removed, and not reused, shall become the property of the Contractor and shall be legally removed from property. Title to materials resulting from demolition, and materials and equipment to be removed, is vested in the Contractor upon approval by the Owner of the Contractor's demolition and removal procedures, and authorization by the Owner to begin 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SELECTIVE SITE DEMOLITION SECTION 02 41 00 - 3 demolition. The Owner will not be responsible for the condition or loss of, or damage to, such property after contract award. Materials and equipment shall not be viewed by prospective purchasers or sold on the site. 3.4 CLEANUP A. Debris and Rubbish: Remove and transport debris and rubbish in a manner that will prevent spillage on pavements, streets or adjacent areas. Clean up spillage from pavements, streets and adjacent areas. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE FORMING AND ACCESSORIES SECTION 03 10 00 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This section covers design, construction, treatment of formwork to confine and shape concrete to the required dimensions, and formwork accessories. B. Related Sections: 1. 01 33 00 — Submittal Procedures 2. 01 45 00 — Structural Testing, Inspection, and Quality Assurance 3. . 03 20 00 — Concrete Reinforcing 4. 03 30 00 — Cast -in -Place Concrete 5. 32 13 13 - Concrete Paving 1.3 REFERENCE STANDARDS A. The latest versions of the publications listed below form a part of this Specification; comply with provisions of these publications except as otherwise shown or specified. 1. ACI 117 Standard Specification for Tolerances for Concrete 2. ACI 301 Standard Specifications for Structural Concrete, including other standards referred to in ACI 301, such as ASTM, etc. 1.4 SUBMITTALS A. Formwork Shop Drawings: Submit the following in accordance with Section 01 33 00, "Submittal Procedures": 1. Formwork shop drawings sealed by a professional Engineer licensed in the state where the Work will be done. 2. Calculations for formwork, reshoring, and backshoring sealed by a professional Engineer licensed in the state where the Work will be done. 3 Exposed Concrete Surfaces: Show the general construction of forms including jointing, formed joints or reveals, form tie locations, and pattern of form placement, and other items that affect the exposed concrete visually. 4. Formwork Facing Materials: Data on form facing materials proposed for smooth -form finish. B. Product Data: Include specifications and installation instructions for proprietary materials and items as required, including formwork release agents, form liners, manufactured form systems, form ties, and accessories. C. Construction and Contraction Joints: Submit the location of construction and contraction joints proposed if different from those indicated in the Contract Documents. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE FORMING AND ACCESSORIES SECTION 03 10 00 - 2, D. Testing for Formwork Removal: Data on method for determining strength of concrete for removal of formwork when a method other than field -cured cylinders is proposed. E. Formwork Removal Plans: Detail plans for formwork removal operations when removal of forms at concrete strengths lower than that specified is proposed. F. Reshoring and Backshoring Plans: When reshoring or backshoring is required or permitted, submit procedures and plans of operations, before use, sealed by a professional Engineer licensed in the state where Work will be performed. G. Slab Survey Information: In accordance with Article 1.5-F of this Section. Survey results shall be submitted to the Architect/Engineer within 24 hours. 1.5 QUALITY ASSURANCE A. Design and construction of concrete formwork is the responsibility of the Contractor. Design and construct formwork to furnish only those lines and shapes indicated on drawings, unless otherwise approved by Architect. Construct formwork for erection in satisfactory sequence and removal without damage to the resulting concrete surface. B. Allowable Tolerances: Variations from plumb and designated building lines shall not exceed the tolerances specified in ACI 117. C. Inspections: Refer to Section 01 45 00, "Structural Testing, Inspection, and Quality Assurance," for inspection requirements performed by Owner's Testing Agency. D. Embedded Items: Where items, such as embedded plates, reglets, anchors, fastenings, conduit, piping and other items are supplied by other trades and specified elsewhere in the Contract Documents, coordinate and obtain approval of their placement in the forms prior to placing any concrete. E. Forms for Reuse: Where applicable, construct and erect forms for reuse; withdraw all projecting nails and other objects from contact surfaces before reusing; clean and completely recondition all forms prior to reuse. Obtain approval for form reuse from Owner's Inspector; formwork with patches and repairs affecting the appearance of concrete surfaces will not be allowed. PART 2 - PRODUCTS 2.1 MATERIALS A. Form -Facing Materials: Materials for form faces in contact with concrete shall meet the following requirements unless otherwise specified in the Contract Documents. 1. Rough Form Finish: No form -facing material is specified. 2. Smooth Form Finish: Use plywood, tempered concrete form -grade hardboard, metal, plastic, paper, or other acceptable materials capable of producing the desired finish. Form -facing materials shall produce a smooth, uniform texture on the concrete. Do not use form -facing materials with raised grain, torn surfaces, worn edges, patches, dents, or other defects that will impair the texture of concrete surfaces. Set the facing materials in an orderly and symmetrical arrangement, and keep the number of seams to a practical minimum. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE FORMING AND ACCESSORIES SECTION 03 10 00 - 3 B. Formwork Accessories: Use commercially manufactured formwork accessories that are partially or wholly embedded in concrete, including ties and hangers. Do not use non - fabricated wire form ties. Where noted in the Contract Documents, use form ties with integral water barrier plates in walls. C. Formwork Release Agents: Use commercially manufactured formwork release agents that will prevent formwork absorption of moisture, prevent bond with concrete, and not stain the concrete surfaces. D. Expansion Joint Filler: Premolded expansion joint filler shall conform to ASTM D994, ASTM D1751, or ASTM D1752. E. Other Embedded Items: Use waterstops, sleeves, inserts, anchors, reglets, dovetail anchor slots, and other embedded items of the material and design indicated in the Contract Documents. 2.2 PERFORMANCE AND DESIGN REQUIREMENTS A. Design and engineering of formwork shall be the responsibility of the Contractor. B. Design formwork, shores, reshores, and backshores to carry all loads transmitted to them and to comply with the requirements of the applicable building code. Design formwork to withstand the pressure resulting from placement and vibration of concrete and to maintain specified tolerances. C. Do not use earth cuts as forms for vertical or sloping surfaces unless required or permitted by Contract Documents. D. Maximum deflection of facing materials reflected on concrete surfaces exposed to public view shall be L/240 of the span between structural members of the formwork. E. Formed Construction: Locate and form construction joints that least impair the strength of the structure. Unless otherwise specified or permitted, locate and detail formed construction joints to the following requirements: 1. Locate construction joints within the middle third of the spans of slabs, beams, and girders. When a beam intersects a girder at this point, offset the joint in the girder a distance equal to or greater than twice the width of the beam. 2. Locate joints in walls and columns at the underside of floors, slabs, beams, or girders and at the tops of footings or floor slabs. 3. Make joints perpendicular to the main reinforcement. 4. Provide keyways as indicated in the Contract Documents. 2.3 FABRICATION AND MANUFACTURE A. Formwork shall be tight to prevent loss of mortar from concrete B. Place 3/4-inch minimum chamfer strips in the corners of formwork to produce beveled edges on permanently exposed surfaces unless otherwise specified. Do not bevel re-entrant corners or edges of formed joints of concrete unless specified in the Contract Documents. C. Provide temporary openings at the base of column and wall formwork and at other points where necessary to facilitate cleaning and inspection. Arrange such openings in sides of forms where concrete surfaces will be concealed by other materials or construction. Clean and inspect immediately before concrete is placed. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE FORMING AND ACCESSORIES SECTION 03 10 00 - 4 D. Fabricate form ties so ends or end fasteners can be removed with minimum spalling at the faces of concrete. E. Locate waterstops in joints where indicated in the Contract Documents. Use pieces of pre - molded waterstop with a maximum practical length to hold the number of end joints to a minimum. Make joints in waterstops in accordance with the manufacturer's recommendations. PART 3 - EXECUTION 3.1 CONSTRUCTION AND ERECTION OF FORMWORK A. At construction joints, lap contact surface of the form sheathing for flush surfaces exposed to view over the hardened concrete in the previous placement by 1 inch minimum. Ensure formwork is held firmly against hardened concrete to prevent offsets or loss of mortar at construction joints and to maintain a true surface. B. Construct formwork so concrete surfaces conform to the tolerance limits of ACI 117. C. Provide positive means of adjustment (wedges or jacks) for shores and struts. Make adjustments in the formwork prior to concrete placement. Fasten form wedges in place after final adjustment of forms. Brace formwork securely against lateral deflection and lateral instability. D. Camber formwork to compensate for anticipated formwork deflections. Set formwork and intermediate screed strips for slabs accurately to produce designated elevations and contours of the finished surface. Ensure that edge forms and screed strips are sufficiently strong to support vibration screeds or roller pipe screeds when the finish specified requires the use of such equipment. E. When formwork is cambered, set screeds to a like camber to maintain required concrete thickness. Anchor formwork to shores, supporting surfaces, or members to prevent upward or lateral movements of the formwork system during concrete placement. G. Construct formwork for wall openings to facilitate removal and to counteract swelling of wood formwork. H. Place sleeves, inserts, anchors, and embedded items required for adjoining work or form support of adjoining work before concrete placement. Position and support expansion joint materials, waterstops, and other embedded items to prevent displacement. Fill voids in sleeves, inserts, and anchor slots temporarily with readily removable material to prevent entry of concrete into voids. Clean surfaces of formwork and embedded materials of mortar, grout, and foreign materials before concrete is placed. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL CONCRETE FORMING AND ACCESSORIES SECTION 03 10 00 - 5 K. Cover surfaces of formwork with an acceptable material that will prevent bond with the concrete. A field -applied formwork release agent or a factory -applied liner may be used. If a formwork release agent is used, apply following these guidelines: 1. Apply to the surfaces of the formwork in accordance with the manufacturer's recommendations before placing reinforcing steel. 2. Do not allow formwork release agent to puddle in the forms. 3. Do not allow formwork release agent to make contact with reinforcing steel or hardened concrete against which fresh concrete is to be placed. 3.2 REMOVAL OF FORMWORK A. When finishing is required, remove forms as soon as removal operations will not damage concrete. B. Remove top forms on sloping surfaces of concrete as soon as removal will not allow concrete to sag. Perform needed repairs or required treatments at once, and follow immediately with specified curing. C. Loosen wood formwork for wall openings when this can be accomplished without causing damage to the concrete. D. Leave formwork and shoring in place to support the weight of concrete in beams, slabs, and in - place structural members until concrete has reached the specified compressive strength. If a lower compressive strength is proposed for removal of formwork and shoring, submit detailed plans for review and acceptance. When shores and other vertical supports are arranged to allow the form -facing material to be removed without loosening or disturbing the shores and supports, the facing material may be removed at an earlier age. E. Construct formwork to permit easy removal. 3.3 RESHORING AND BACKSHORING A. While reshoring and backshoring is under way, do not permit any construction load on new construction. B. During reshoring and backshoring, do not allow concrete in beam, slab, column, or any structural member to be loaded with combined dead and construction loads in excess of the design loads indicated in the Contract Documents at the specified concrete compressive strength. C. Place reshores and backshores in sequence with stripping operations. D. Tighten reshores and backshores to carry the required loads without overstressing the concrete members. Leave them in place until required tests indicate the concrete compressive strength has attained the minimum value specified. E. For floors supporting shores under newly placed concrete, either leave the original supporting shores in place or install reshores and backshores. The shoring system and the supporting slabs shall have capacities sufficient to resist the anticipated loads. Locate reshores and backshores directly under a shore position. F. Extend reshoring or backshoring over a sufficient number of stories to distribute the weight of newly placed concrete, forms, and construction live loads such that the design loads of the floors supporting the shores, reshores, or backshores are not exceeded. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE FORMING AND ACCESSORIES SECTION 03 10 00 - & 3.4 STRENGTH OF CONCRETE REQUIRED FOR REMOVAL OF FORMWORK A. Vertical formwork not supporting the weight of concrete may be removed 24 hours after concrete placement, provided the concrete is hard enough to not be damaged and curing and protection operations are continued. B. Formwork Supporting Weight of Concrete 1. Leave in place at least 7 days after concrete placement and until concrete design compressive strength is attained, or until sufficient prestressing has been applied to carry dead loads and construction loads. 2. After the concrete has been in place at least 3 days and has reached 75% of required design compressive strength, reshoring will be permitted, provided concrete does not remain unsupported more than 4 hours. C. When removal of formwork or reshoring is based on concrete reaching a specified compressive strength, concrete will.be presumed to have reached this strength when test cylinders, field cured the same as the concrete they represent, have reached the compressive strength specified for removal of formwork and/or reshoring. Mold cylinders in accordance with ASTM C31, and cure them under the same conditions for moisture and temperature as used for the concrete they represent. Test cylinders in accordance with ASTM C39. D. Alternatively, one of the following methods for evaluating concrete strength for formwork removal may be used, provided sufficient data is submitted, using project materials, to demonstrate correlation of measurements on the structure with the compressive strength of laboratory -cured molded cylinders or drilled cores. Submit correlation data on the proposed alternative method for determining strength to the Architect/Engineer. 1. Tests of cast -in -place cylinders in accordance with ASTM C873 (limited to slabs with concrete depths from 5 to 12 inches) 2. Penetration resistance in accordance with ASTM C803 3. Pullout strength in accordance with ASTM C900 4. Acceptable maturity -factor procedure in accordance with ASTM C1074 5. Break -off number of concrete in accordance with ASTM C1150 END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE REINFORCING SECTION 03 20 00 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This section covers materials, fabrication, placement, and tolerances of reinforcement and reinforcement accessories. B. Related Sections: 1. 01 33 00 — Submittal Procedures 2. 0145 00 — Structural Testing, Inspection, and Quality Assurance 3. 03 10 00 — Concrete Forming and Accessories 4. 03 30 00 — Cast -in -Place Concrete 5. 32 13 13 - Concrete Paving 1.3 REFERENCE STANDARDS A. The latest versions of the publications listed below form a part of this specification; comply with provisions of these publications except as otherwise shown or specified. 1. ACI 117 Standard Specification for Tolerances for Concrete 2. ACI 301 Standard Specifications for Structural Concrete, including other standards referred to in ACI 301, such as ASTM, AWS, etc. 3. CRSI MSP Manual of Standard Practice 1.4 SUBMITTALS A. General: Submit the following data and drawings for review and acceptance before fabrication and execution in accordance with Section 01 33 00, "Submittal Procedures." B. Placing Drawings: Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. Indicate splicing, laps, details of reinforcing, and accessories. 1. Show embedded plates, bolts, etc., for purposes of checking for potential interferences. 2. Indicate locations of construction joints in the concrete construction. C. Mechanical Splices: Submit the types of mechanical splices proposed for use. Include the latest ICC-ES Reports for threaded or sleeve -type splices to verify compliance with specified requirements. D. Headed Bars or Terminators: Submit the types of headed bars or terminators proposed for use. Include the latest ICC-ES reports to verify compliance with the specified requirements. E. Product Data: Include specifications and installation instructions for all proprietary materials and reinforcement accessories. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE REINFORCING SECTION 03 20 00 - Z F. Welding Procedures and Qualifications: Submit description of reinforcement weld locations, welding procedures, and welder qualifications when welding is permitted. G. Mill Certificates: Submit mill certificates for all reinforcing steel for information and record only. 1.5 QUALITY ASSURANCE A. Allowable Tolerances: Fabrication and placement tolerances shall be in accordance with ACI 117. B. Welder Qualifications: Welders shall be qualified in the last six months in accordance with the American Welding Society, AWS D1.4, and the Washington Association of Building Officials (WABO). Welding procedures qualified by others and welders qualified by another employer may be acceptable as permitted by AWS D1.4. If re -qualification is required, the cost of these qualification tests shall be borne by the Contractor. 1.6 DELIVERY, STORAGE, AND HANDLING A. Bundles of reinforcing bars shall be tagged showing quantity, grade, size, and suitable identification to allow checking, sorting, and placing. Identification of steel shall be maintained after bundles are broken. Bundles of flat sheets and rolls of welded wire fabric shall be tagged showing quantity, style designation, width, and length. B. Reinforcing steel shall be stored off the ground in a manner that will prevent bending and be protected from earth, oil, or any other material that might impair bond to concrete. PART 2 - PRODUCTS 2.1 MATERIALS A. Reinforcing Bars: ASTM A615, Grade 60, deformed, unless otherwise indicated on drawings. B. Reinforcing Bars for Welding and Reinforcing Bars Specified as "Special Ductile Quality": ASTM A706, Grade 60, deformed. ASTM A615, Grade 60 reinforcement may be used in lieu of ASTM 706 if the following conditions apply: 1. The actual yield strength based on mill tests does not exceed the specified yield strength by more than 18,000 psi. 2. The ratio of the actual ultimate tensile strength to the actual tensile yield strength is not less than 1.25. C. Column Spirals (where noted): Plain, cold -drawn wire conforming to ASTM A82 or hot -rolled rods for spirals conforming to ASTM A615. D. Welded Wire Fabric: ASTM A185 or ASTM A497; mesh and wire sizes as noted on Structural drawings. When used in slabs, provide flat sheets, not rolls. E. Bar Supports: In accordance with CRSI Manual of Standard Practice; types and sizes as required for the conditions of the installation. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE REINFORCING SECTION 03 20 00 - 3 1. For exposed to view concrete surfaces where legs of supports are in contact with forms, provide supports with legs that are hot -dipped, galvanized, plastic protected, or stainless steel, in accordance with CRSI Class 1 or Class 2 (Types A or B). 2. Provide precast concrete blocks not less than 4 inches square when supporting reinforcing steel on ground. Precast concrete blocks shall have a compressive strength equal to that of surrounding concrete. F. Tie Wire: No. 16-gage minimum, annealed black wire. G. Threaded Splices: See General Notes on Structural Drawings. H. Headed Bars or Terminators: See General Notes on Structural Drawings. Steel Stud Assemblies or Studrails: ASTM 1044; Size, length, and assembly configuration as noted on the Structural Drawings. 2.2 FABRICATION A. Reinforcement: Bend reinforcement cold. Fabricate and detail to shapes and dimensions shown on drawings in accordance with CRSI Manual of Standard Practice and with fabricating tolerances in accordance with ACI 117. B. Welding: Welding or tacking of reinforcing bars is not permitted unless specifically indicated in the Contract Documents. When welding of reinforcement is indicated and required, provide welds in accordance with AWS D1.4. PART 3 - EXECUTION 3.1 INSTALLATION A. General: When concrete is placed, reinforcement shall be free of materials deleterious to bond. Reinforcement with rust, mill scale, or a combination of both will be considered satisfactory provided the minimum nominal dimensions, nominal weight, and the minimum average height of deformation of a hand -wire -brushed test specimen are not less than the applicable ASTM specification requirements. B. Reinforcement: Place, support, and fasten reinforcement as indicated in the Contract Documents. Do not exceed the placing tolerances specified in ACI 117 before concrete is placed. When necessary to move reinforcement beyond the specified placing tolerances to avoid interference with other reinforcement or embedded items, submit the resulting arrangement of reinforcement for acceptance. C. Cover: Allowable concrete cover for reinforcement is indicated in the project drawings. Tolerances on concrete cover shall meet the requirements of ACI 117. D. Tie Wires: After cutting tie wires, turn wires to the inside of section and bend so that concrete placement will not force ends to exposed concrete surfaces. E. Welded Wire Fabric: Place, support, and fasten welded wire fabric as indicated in the Contract Documents. Do not exceed the placing tolerances specified in ACI 117 before concrete is placed. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE REINFORCING SECTION 03 20 00 - 4. 1. Slabs on Grade: Extend welded wire fabric to within 2 inches of the concrete edge. Lap edges and ends of fabric sheets a minimum of one mesh spacing plus 2 inches, not less than 6 inches. Support welded wire fabric during placing of concrete to ensure required position in the slab. Do not place welded wire fabric on grade and subsequently raise into position in concrete. 2. Slabs on Steel Deck: Extend welded wire fabric to within 2 inches of the concrete edge. Lap edges and ends of fabric sheets a minimum of one mesh spacing plus 2 inches, not less than 6 inches. Support welded wire fabric during placing of concrete to ensure required position in the slab. Do not place welded wire fabric on deck and subsequently raise into position in concrete. F. Splicing: Make splices as indicated in the project drawings. Lapped bars shall be placed in contact and securely tied, or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than 1/5 the required length of lap, and not to exceed 6 inches. Mechanical Splices: Mechanical splices for reinforcement not shown on the project drawings shall be submitted for review and accepted prior to use. Mechanical splices shall be in accordance with the recommendations of the manufacturer of the mechanical splicing device. G. Reinforcement shall not be field bent or straightened except when specifically permitted. H. Reinforcement shall not be cut in the field except when specifically permitted. 3.2 DEFECTIVE WORK A. General: The following reinforcing steel work will be considered defective and shall be removed and replaced by the Contractor at no additional cost to the Owner: 1. Bars with kinks or bends not shown on drawings. 2. Bars injured due to bending or straightening. 3. Bars heated for bending. 4. Reinforcement not placed in accordance with the drawings and/or specifications. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions, and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Features: 1. Cast -in -place structural concrete 2. Concrete mix design 3. Concrete placement procedures 4. Concrete finishing 5. Concrete curing 6. Repair of surface defects B. Related Sections: 1. 01 33 00 — Submittal Procedures 2. 01 45 00 — Structural Testing, Inspection, and Quality Assurance 3. 03 10 00 — Concrete Forming and Accessories 4. 03 20 00 — Concrete Reinforcing 5. 32 13 13 - Concrete Paving 1.3 REFERENCE STANDARDS A. The latest versions of the publications listed below form a part of this specification; comply with provisions of these publications except as otherwise shown or specified. 1. ACI 117 Standard Specification for Tolerances for Concrete 2. ACI 301 Standard Specifications for Structural Concrete, including other standards referred to in ACI 301, such as ASTM, etc. 3. ACI 305.1 Standard Specification for Hot Weather Concreting 4. ACI 306.1 Standard Specification for Cold Weather Concreting 5. ACI 308.1 Standard Specification for Curing Concrete 6. ASTM C1116-03 Standard Specification for Fiber -Reinforced Concrete 1.4 SUBMITTALS A. General: Make submittals in accordance with Section 01 33 00, "Submittal Procedures." B. Concrete Mix Design Proportions: Submit concrete mixture proportions and characteristics. Submit the concrete mix design to the local building officials where required. Do not begin concrete production until concrete mix designs have been reviewed and approved. Mix designs shall include proportions of all ingredients, including admixtures added at time of batching or at job site. Include the following: 1. Specify the locations for each mix design. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 2. , 2. Specify the method used to determine proposed concrete mix design. Include field test records or trial mix test data used to establish the average compressive strength of the concrete mixture. 3. For aggregates, submit types, pit or quarry locations, producers' names, gradings, specific gravities, certification, and evidence not more than 90 days old demonstrating compliance with this specification. Aggregate weights shall be based upon saturated surface dry conditions. Include concrete mix gradation of fine and coarse aggregates. 4. For admixtures, submit types, brand names, producers, manufacturer's technical data, and certification data. 5. Submit the cement type and certification, fly ash type and certification, water/cementitious materials ratio, and source of water supply. 6. Submit the slump. 7. Submit the air content of freshly mixed concrete. 8. Submit the concrete compressive strength at 7, 28, and 56 days. The 56-day strength is required only when specified in the Concrete Mix Specification Table in the General Notes. 9. Submit the chloride ion content of concrete. 10. For fibrous reinforcing, submit the type, fiber length, dosage rate, and dosage procedures. C. Curing Methods: Submit written methods, procedures, and products for curing of all concrete. D. Repair Methods: Submit the proposed methods of repair, along with repair material specification, manufacturer's data on the proposed patching material, and the proposed preparation and application procedure. E. Construction Joints: Submit information for acceptance of proposed location and treatment of construction joints proposed but not indicated on the Construction Documents. F. Qualification of Finishers: Submit qualifications of the finishing contractor and the finishers who will perform the Work. G. Matching Sample Finish: When required by Contract Documents, submit sample finish. H. Exposed -Aggregate Surface: When an exposed -aggregate surface is specified and a chemical retarder is proposed, submit specification and manufacturer's data for the retarder and the proposed method of use. Records: Retain records of all concrete poured, including exact mix proportions, slumps, test strength, date, time, location of the placement, weather conditions at time of placement, and the source of concrete. Submit copy to Owner's Representative and Building Official. 1.5 QUALITY ASSURANCE A. The Contractor is responsible for correcting Work that does not conform to the specified requirements, including strength, tolerances, and finishes. The Contractor shall submit the proposed solution for review and approval. B. Unless otherwise noted, maintain the allowable tolerances in ACI 117. C. Maintain records verifying materials used are of the specified and accepted types and sizes and are in conformance with the Contract Documents. D. Special Inspection and Testing: Concrete work is subject to special inspection and testing as specified; notify the Testing Agency at least 48 hours before inspection is required. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 3 E. Single Source Responsibility: Provide materials for concrete work made or produced from a single source of supply; no mixing of brands or types of cement will be allowed; no substitution of aggregate type or size from those approved will be permitted. F. Concrete Contractor Qualifications: An experienced concrete contractor who has completed concrete Work similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance. G. Concrete Producer Qualifications: A firm experienced in manufacturing ready -mixed concrete products complying with ASTM C94. Producer must be certified according to the National Ready Mixed Concrete Association's Certification of Ready Mixed Concrete Production Facilities. H. Pre -Construction Conference: At least 30 days prior to start of concrete work, the Contractor shall hold a meeting to review the finish appearance requirements, reveal locations, joint spacings, concrete design mixes, requirements for submittals, construction procedures, schedules for testing, inspection, and certifications. 1. Notify attendees 10 days prior to the scheduled date of the meeting. 2. Required in attendance: a. Contractor and Subcontractors b. Testing Laboratory representative c. Concrete subcontractor d. Ready -mix producer e. Architect f. Engineer g. All subcontractors with work to be installed in or affected by concrete work h. Building official or appointed representative 1.6 DELIVERY, STORAGE, AND HANDLING A. Cementitious Materials: Store cementitious materials in dry, weather -tight buildings, bins, or silos that will exclude contaminants. B. Aggregates: Store and handle aggregate in a manner that will avoid segregation and prevent contamination with other materials or other sizes of aggregates. Store aggregates to drain freely. Do not use aggregates that contain frozen lumps. C. Admixtures: Protect stored admixtures against contamination, evaporation, or damage. - Protect liquid admixtures from freezing and from temperature changes that will adversely affect their characteristics. Store and handle products in a manner to retain original quality. Do not use products stored beyond the manufacturer's recommended shelf life. D. Delivery of Materials: Deliver site applied materials, such as joint and curing materials, in original factory packaging and unopened containers and protect from damage and contamination. E. Place concrete within the time limits specified. Concrete shall possess the specified characteristics in the freshly mixed state at the point of placing. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 4, PART 2-PRODUCTS 2.1 CONCRETE MATERIALS A. Portland Cement: Portland cement shall conform to ASTM C150, Type I or Type II. 1. The cement shall be of the same brand and type and from the same plant of manufacture as the cement used in the concrete represented by the submitted field test records or used in the trial mixtures. 2. For architectural concrete, use one brand of cement throughout project, unless otherwise acceptable to the Architect. 3. Type III cement may be used for cold weather construction. B. Aggregate: Aggregates and aggregate grading requirements shall conform to ASTM C33. Aggregates shall be free from any substance that may be deleteriously reactive with the alkalis in the cement in an amount sufficient to cause excessive expansion of the concrete. Aggregates used in concrete shall be obtained from same sources and have the same size ranges as the aggregates used in the concrete represented by submitted historical data or used in trial mixtures. C. Fly Ash: Pozzolanic mineral admixture conforming to ASTM C618, Class F. Maximum loss on ignition to be 1 %. Use fly ash from one single source for the whole project. When fly ash is used, the maximum amount shall be 30% by weight of the total cementitious materials, unless otherwise noted in the Construction Documents. D. Admixtures: The use of admixtures shall be the responsibility of the Contractor. When more than one admixture is used in the mix, furnish satisfactory evidence to the Architect that the admixtures to be used are compatible in combination with the cement and aggregates. f Provide only one brand of each type of admixture. Admixtures shall be free of calcium chloride and thiocyanate (not more than 0.05% chloride ions). The following types of admixtures are ' approved: 1. Air -Entrainment Admixture: Master Builders "MB-AE, Micro -Air or MB-VR," W. R. Grace & Co. "Daravair or Darex Series," Sika "Sika Air" or approved equal conforming to ASTM C260. 2. Water -Reducing Admixture (Low Range): Master Builders "Pozzolith Series," W. R. Grace & Co. "WRDA, Mira, or ADVA Series," Sika "Plastocrete 161," or approved equal conforming to ASTM C494, Type A. 3. Water -Reducing Admixture (High Range): Master Builders "Rheobuild 1000 of Glenium Series," W. R. Grace & Co. "Daracem, Mira, or ADVA Series," Sika "Viscocrete 2100," or approved equal conforming to ASTM C494, Type F. 4. Retarding Admixture: Master Builders "Pozzolith Series or Delvo Series," W. R. Grace & Co. "Daratard Series or Recover," Sika "Plastiment ES" or approved equal conforming to ASTM C494, Type B. 5. Accelerating Admixture: Master Builders "Pozzolith NC 534 or Pozzutec 20+," W. R. Grace & Co. "Daraset Series, DCI, PolarSet, or Lubricon NCA", Sika "SikaSet NC", or approved equal conforming to ASTM C494, Type C. 6. Shrinkage Reducing Admixture: Master Builders "Tetraguard AS20," W.R. Grace & Co. "Eclipse Floor 200 (interior — non -air entrainable) or Eclipse 4500 (exterior — air entrainalble)", Sika "Sika Control 40", or approved equal conforming to ASTM C494, Type S. 7. Corrosion Inhibiting Admixture: Master Builders "Rheocrete CNI or Rheocrete 222+," W. R. Grace & Co. "DCI or DCI-S", Sika "Sika CNI", or approved equal conforming to ASTM C494, Type S. Calcium Nitrite based with solids content of 30 +/- 2%. Dosage rate varies 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL • CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 5 between 2 and 4 gallons/cubic yards. Contact manufacturer's representative for corrosion -protection guidance based on chloride exposure level. E. Water: Water shall be in conformance with ASTM C94. 2.2 RELATED MATERIALS A. Dissipating Resin Curing Materials: Liquid type membrane -forming curing compound complying with ASTM C309, Type I. Curing compound must be of a type that does not inhibit subsequent moist curing operations. The film shall chemically break down in a 6- to 8-week period and shall not affect adhesion of coverings or membranes. Acceptable products are Dayton Superior "Burke Aqua Resin Cure or Day -Chem Rez Cure (J-11-W)," Euclid Chemical Co. "Kurez DR," or approved equal. B. Cure and Seal Combination Materials (Exposed Interior Concrete Slabs, including Garage Slabs): Use curing and sealing compounds that conform to ASTM C309 (Types 1 and 1 D, Class B) or ASTM C1315. Acceptable products are Master Builders "Acryseal or Kure-N- Seal," Euclid Chemical Co. "Rez-Seal," or approved equal. Cure and seal material for use in parking garages must resist de-icing chemicals. C. Moisture Retaining Cover: Use waterproof sheet materials that conform to ASTM C171. D. High Density Insulation Fillers: Extruded polystyrene foam insulation complying with ASTM D6817 as noted in the Construction Documents. Where no type is indicated use ASTM D6817 EPS22. E. Commercial Bonding Grout and Repair Materials: Use products in accordance with manufacturer's recommendations. Products include, but are not limited to, the following: 1. Portland -cement mortar modified with a latex acrylic, non -re -emulsifiable bonding agent conforming to ASTM C1059 Type II. Acceptable products include Euclid Chemical Co. "Flex -Con," Dayton Superior "Day -Chem Ad Bond (J-40)," or approved equal. 2. Epoxy mortars and epoxy compounds that are moisture -insensitive during application and after curing and that embody an epoxy binder conforming to ASTM C881. The type, grade, and class shall be appropriate for the application as specified in ASTM C881. 3. Shrinkage -compensating or nonshrink Portland cement grout conforming to ASTM C1107. Acceptable products include Master Builders "Masterflow 713 Grout," Dayton Superior "Sure -Grip High Performance Grout," Burke "Non -Ferrous Non -Shrink Grout," or approved equal. 4. Packaged, dry concrete repair materials conforming to ASTM C928. Acceptable products include Master Builders "Emaco T415," Dayton Superior "HD-50," Burke "Fast Patch 928," or approved equal. 2.3 PROPORTIONING AND DESIGN REQUIREMENTS OF CONCRETE MIXES A. Prepare design mixes for each type and strength of concrete by Field Experience Method or, if not available, by Laboratory Trial Batch Methods as specified in ACI 301. Mix proportions shall produce consistent and workable concrete that can be worked readily into forms and around reinforcement without segregation or excessive bleeding. 1. Field Experience Method: If field test data is available, in accordance with ACI 301, submit for acceptance the mixture proportions along with the field test data. 2. Trial Batch Method: Use an independent, qualified Testing Facility for preparing and reporting proposed mix designs. All expenses connected with such testing and submittals shall be borne by the Contractor. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 6 , B. Concrete Mixes: Provide concrete mixes conforming to the requirements as indicated in the Structural Drawing General Notes. 1. Strength Requirements: Compressive strength requirements are indicated on drawings and are based on cylinder tests at indicated age. Concrete made with high -early strength cement shall have a 7-day strength equal to the specified 28-day strength for concrete made with Type III Portland cement. 2. Cement Content for Slabs: Not less than those indicated in ACI 301. 3. Water/Cementitious Material Ratio: Not to exceed limits indicated on the Structural Drawings. 4. Air Entrainment: Use air -entraining admixture in exterior exposed concrete as indicated on the Structural Drawings. 5. Slump: The Contractor shall determine slump. Each concrete mix submitted shall have the slump specified. Slump tolerances shall meet the requirements of ACI 117. 6. Admixtures: Concrete may contain admixtures, such as water reducers, superplasticizers, or set retarding agents to provide special properties to the concrete. When admixtures are specified or required for workability for particular parts of the Work, use the types specified. 7. Chloride Ion: Maximum water soluble chloride ion concentrations in hardened concrete at ages 28 to 42 days contributed from the ingredients, including water, aggregates, cementitious materials and admixtures, shall not exceed a maximum, by weight of cement, of 0.06% for prestressed concrete and 0.30% for other concrete. C. Adjustment to Concrete Mixes: Mix design adjustments may be requested by the Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, at no additional cost to the Owner. New field data, data from new trial mixtures, or evidence that indicates that the change will not adversely affect the relevant properties of the concrete shall be submitted for acceptance before use. PART 3 - EXECUTION 3.1 PREPARATION A. Do not place concrete until the Architect approves all required submittals. B. Remove snow, ice, frost, water, and other foreign materials from form surfaces, reinforcement, and embedded items against which concrete will be placed. C. Place concrete on properly prepared and unfrozen sub -grade or forms and only in dewatered excavations and forms. D. Do not allow mud or foreign materials into the concrete during placement operations. E. When the ambient temperature necessitates the use of cold or hot weather concreting, make provisions in advance of concrete placement. F. Do not begin placing concrete when the sun, heat, wind, or limitations of facilities furnished by the Contractor prevent proper consolidation, finishing and curing. G. Do not begin placing concrete while rain, sleet, or snow is falling unless adequate protection is provided. Do not allow rainwater to increase mixing water or to damage the surface of the concrete. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 7 3.2 JOINTS A. Construction Joints: Locate construction joints as indicated on the structural drawings or as approved by the Architect. Remove laitance and thoroughly clean and dampen construction joints prior to placement of fresh concrete. B. Bonded Construction Joints: Coat concrete joined with new concrete, including topping, with a concrete bonding compound. Mix and apply in strict accordance with manufacturer's recommendations for the conditions of the application. Concrete surfaces to which other concrete is to be bonded shall be roughened in an approved manner that will expose sound aggregate uniformly without damaging the concrete; remove all laitance and loose particles. C. Control Joints in Slabs -on -Ground: Construct control joints in slabs -on -ground to form panels of patterns as approved. Use inserts 1/4 inch wide by 1/3 of slab depth. Where saw -cut joints are required or permitted, start cutting as soon as concrete has hardened sufficiently to prevent dislodgment of aggregates. Saw a continuous slot to the depth indicated on the drawings. Complete sawing within the timeframe indicated on the drawings. The aspect ratio of the slab panels should be a maximum of 1.5:1. "L" and "T" shaped panels should be avoided. If an alternative method, timing, or depth is proposed for saw cutting, submit detailed procedure plans for review and acceptance. 3.3 INSTALLATIONOF EMBEDDED ITEMS A. General: Set and build into.work anchorage devices and other embedded items required for other work that is attached to, or supported by, cast -in -place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached thereto. 1. Embedded items include, but are not limited to, expansion joints, joint fillers, waterstops, anchor bolts, embedded plates, dovetail anchor slots, etc. 2. Items shall be free of oil, loose scale, rust, etc. 3. Fill voids in sleeves, inserts, and anchor slots temporarily with readily removable material to prevent the entry of concrete into the voids. 4. Do not embed aluminum in concrete, except where the aluminum is protected from direct contact from the concrete. 3.4 INSTALLATION OF HIGH DENSITY INSULATION FILLER A. Insulation Fillers: Lay high density insulation in areas as indicated on drawings. Use boards of maximum thickness to achieve full insulation depth as indicated. If required, apply adhesive to layers of insulation to prevent movement during concrete placement. After boards have been installed, protect until concrete topping is prepared and placed. 3.5 CONCRETE DELIVERY A. Ready -Mix Concrete: Comply with requirements of ASTM C94 and as herein specified. 1. Elapsed time from start of batching at plant to completed discharge at job site shall not exceed 90 minutes or more than 300 revolutions, whichever comes first after introducing mixing water. 2. When air temperature is between 85°F and 90°F, reduce mixing and delivery time from 90 minutes to 75 minutes. When air temperature is above 90°F, reduce mixing and delivery time to 60 minutes. 3. The concrete temperature shall be monitored in the truck. A rise in temperature of 50F within 10 minutes or less indicates concrete setting has started before discharge and the load shall be rejected. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - & , 4. Ready -Mix Concrete: Provide certificate signed by authorized official of supplier with each load of concrete, stating the following: a. Time truck left plant b. Mix of concrete c. Amount of water and cement in mix d. Amount and type of admixtures e. Time truck is unloaded at site f. Additional water amount allowed at the project site 5. A truck without batch tickets will be rejected. B. Control of Mixing Water: Water may be added once to increase the slump of the concrete within the first 15 minutes after the truck arrives at the job -site, provided the following requirements are adhered to: 1. The specified slump and maximum allowable water/cement ratio is not exceeded. 2. The Independent Testing Agency is present to monitor the amount of water added to compare with the amount of water added at the plant. Testing Agency shall keep written record of the amount of water added at the job -site to each truckload delivered. 3. The drum shall be turned an additional 30 revolutions, or more if necessary, until the added water is uniformly mixed into the concrete. 4. Water shall not be added to the batch after the taking of test cylinders, unless new test cylinders are taken at the expense of the Contractor. 5. Do not add water to concrete after adding high -range water -reducing admixtures to mix. C. Admixtures: Add admixtures within an accuracy of 3%. Where two or more admixtures are used in the same batch, they shall be added separately and must be compatible. Approved admixtures must be added at the appropriate time in strict compliance with manufacturer's directions. Concrete that shows evidence of total collapse or segregation caused by the use of admixtures shall be removed from the site. 3.6 CONCRETE PLACEMENT A. Pre -Placement Inspection: Before concrete placement operation begins, perform the following procedures: 1. Inspect and complete formwork installation and all reinforcing, and embed items. Notify other crafts to permit installation of their work. 2. Ensure that the reinforcing will be maintained in the proper position during concrete placement operations. 3. Moisten wood forms immediately before placing concrete where form coatings are not used. 4. At topping slabs, thoroughly saturate base slab just prior to placing topping, but do not leave pools of water. 5. Verify all dimensions and elevations. B. Conveying: Methods of conveying concrete is the responsibility of the Contractor. Convey concrete from mixer to the place of final deposit rapidly by methods that prevent segregation or loss of ingredients and that will ensure the required quality of concrete. Do not use aluminum pipes or chutes. Use acceptable conveying equipment of a size and design that will prevent cold joints from occurring. Clean conveying equipment before each placement. 1. Provide runways or other means for wheeled equipment to convey concrete to deposit points. Do not run wheeled equipment used to deposit concrete over reinforcement; do not support runways on reinforcement. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 9 2. Belt Conveyors: Use belt conveyors that are horizontal or at a slope that will not cause excessive segregation or loss of ingredients. Protect concrete to minimize drying and effects of temperature rise. Use an acceptable discharge baffle or hopper at the discharge end to prevent segregation. Do not allow mortar to adhere to the return length of the belt. 3. Chutes: Use metal or metal -lined chutes having rounded bottoms and a slope between 1:2 and 1:3 (vertical: horizontal). Chutes more than 20 feet long and those not meeting slope requirements may be used, provided they discharge into a hopper prior to distributing into the forms. 4. Pumping or Pneumatic Conveying: Use pumping conveying equipment that permits placement rates that avoid cold joints and prevent segregation in discharge of pumped concrete. In addition: a. Pipeline shall be steel pipe or heavy-duty flexible hose. b. Inside diameter of the pipe shall be at least three times the maximum size of the coarse aggregate. c. Distance to be pumped shall not exceed the limits recommended by the pump manufacturer. d. Provide continuous supply of concrete to the pump. e. When pumping is completed, the concrete remaining in the pipeline shall be ejected without contaminating the concrete in place. Cleaning: Do not discharge rinse water into forms or areas to receive concrete. C. Depositing: Deposit concrete continuously in one layer, or in multiple layers if the fresh concrete is deposited on in -place concrete that is still plastic. Do not deposit fresh concrete on concrete that has hardened sufficiently to cause the formation of seams or planes of weakness. If a .section cannot be placed continuously, provide construction joint as specified. Deposit concrete as near to its final location as practicable to avoid segregation. In addition: 1. There shall be no vertical drop greater than 3 feet, except where suitable equipment is provided to prevent segregation and where specifically authorized. 2. Do not use concrete that has surface -dried or partially hardened or that contains foreign material. 3. Place concrete for beams, girders, brackets, column capitals, haunches, and drop panels at the same time as concrete for slabs. D. Consolidating: Consolidate concrete by vibration. Thoroughly work concrete around reinforcement and embedded items and into corners of forms, eliminating air and stone pockets that may cause honeycombing, pitting, or planes of weakness. 1. Workers shall be experienced in use of the vibrators. 2. Vibrators shall have a frequency of not less than 8,000 vibrations per minute, and the head diameter and amplitude shall be appropriate for the concrete mix being placed. A spare vibrator shall be kept at the job site during all concrete placing operations. 3. Do not -use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniform spacing over the area of placement; distance between insertions shall be approximately 1-1/2 times the radius of action of the vibrator so that the area being vibrated will overlap the adjacent just vibrated area by a few inches. Do not place vibrators within 2-1/2 inches of form face. 4. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set; if there is a delay of more than 15 minutes, vibrate previous lift prior to placing the new concrete. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing segregation of mix. Withdraw vibrators slowly. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 10 Consolidation of slabs shall be obtained with vibrating screeds, rolling pipe screeds, or internal vibrators. E. Re -tamping of concrete that has taken its initial set is not allowed. Cold Weather Placing: Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures, in compliance with ACI 306.1 and as specified herein. 1. When air temperature has fallen to or is expected to fall below 40°F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50°F and not more than 80OF at point of placement. 2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators. G. Hot Weather Placing: When hot weather conditions exist that would seriously impair quality and strength of concrete, place concrete in compliance with ACI 305.1 and as specified herein. Loss of slump, flash set, or cold joints due to temperature of concrete as placed are not acceptable. 1. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90°F. Mixing water may be chilled, or chopped ice may be used to control - temperature provided water equivalent of ice is calculated to total amount of mixing. 2. When temperature of steel reinforcement, embedments, or forms is greater than 120°F, fog steel reinforcement, embedments, and forms with water immediately before placing concrete. Remove standing water before placing concrete. 3. Keep subgrade moisture uniform without standing water, soft spots, or dry areas. 4. Use water -reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, if approved by the Architect. 3.7 FINISHES FOR FORMED SURFACES A. General: After removal of forms, give each formed surface one or more of the finishes described below. When Contract Documents do not specify a finish, finish surfaces as required by Unspecified Finishes. B. When the finish is required by the Contract Documents to match a sample panel furnished by the Contractor, reproduce the sample finish on an area at least 100 square feet in a location designated by the Architect. Obtain acceptance before proceeding with that finish in the specified locations. C. As -Cast Finishes: Coordinate finishes of all "as -cast' concrete finishes with construction of formwork. Produce as -cast form finishes in accordance with the following requirements: 1. Rough -Form Finish: Patch tie holes and defects. Chip or rub off fins exceeding 1/2 inch in height. Leave surfaces with the texture imparted by the forms. 2. Smooth -Form Finish: Patch tie holes and defects. Remove fins exceeding 1/8 inch in height. Leave surfaces with the texture imparted by the forms. 3. Architectural Finish: Patch tie holes and defects, and remove fins. Produce architectural finishes as specified in the Contract Documents. D. Rubbed Finishes: Remove forms as early as permitted, and produce one of the following finishes on concrete specified to have a smooth form finish: 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 -11 1. Smooth -Rubbed Finish: Patch tie holes and defects, and remove fins. Produce finish on newly hardened concrete no later than the day following formwork removal. Wet the surface and rub it with carborundum brick or other abrasive until uniform color and texture are produced. Use no cement grout other than the cement paste drawn from the concrete itself by the rubbing process. 2. Grout -Cleaned Finish: Patch tie holes and defects, and remove fins. Begin cleaning operations after contiguous surfaces to be cleaned are completed and accessible. Do not clean surfaces as work progresses. Wet the surface and apply grout consisting of 1 part Portland cement and 1-1/2 parts fine sand with enough water to produce the consistency of thick paint. Add white cement as needed to match color of surrounding concrete. Scrub grout into voids, and remove excess grout. When grout whitens, rub the surface. Keep the surface damp for 36 hours afterward. 3. Cork -Floated Finish: Patch tie holes and defects, and remove fins. Wet the surface and apply stiff grout of 1 part Portland cement and 1 part fine sand, filling voids. Add white cement as needed to match color of surrounding concrete. Use enough water to produce a stiff consistency. Compress grout into voids by grinding the surface with a slow -speed grinder. Produce the final finish with cork float, using a swirling motion. E. Sandblast Finish: After removal of forms and while concrete is still "green," apply a light abrasive blast finish to exposed -to -view surfaces to match approved sample. Perform abrasive blasting in a continuous operation, utilizing same work crew to maintain continuity of finish on each surface. Use wet sandblasting operations. Use same type and grading of abrasives as that used on approved sample. Continually wash off abraded mortar from sandblasted areas to prevent staining. F. Unspecified Finishes: When a specific finish is not specified in Contract Documents for a concrete surface, apply the following finishes: 1. Rough -form finish on concrete surfaces not exposed to public view. 2. Smooth -form finish on concrete surfaces exposed to public view. G. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent surfaces, unless otherwise indicated. 3.8 FINISHES FOR UNFORMED SURFACES A. General: Finish slab surfaces in accordance with one of the finishes noted below, as designated in the Contract Documents. Finish all joints and edges with proper tools as approved. B. Placement: Place concrete at a rate that allows spreading, straightedging, and darbying or bull floating before bleed water appears. Screed all slabs, topping fills to true levels and slopes. Work surfaces as required to produce specified finish. Do no finishing in areas where water has accumulated; drain and re -screed. In no case use a sprinkling of cement and sand to absorb moisture. C. Tolerances: Measure floor slabs for suspended floors and slabs -on -grade to verify compliance with the tolerance requirements of ASTM E 1155 and ACI 117. Measure floor finish tolerances within 72 hours after slab finishing and before removal of supporting formwork or shoring. D. Scratch Finish: Place, consolidate, strike off, and level concrete, eliminating high spots and low spots. Roughen the surface with stiff brushes or rakes before the final set. Produce a finish that will meet Moderately flat (Ff flatness = 25) requirements of ACI 117. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 12 , E. Float Finish: Place, consolidate, strike off, and level concrete, eliminating high spots and low spots. Do not work concrete further until it is ready for floating. Begin floating with a hand float, a bladed power float equipped with float shoes, or a powered disk float when the bleed water sheen has disappeared and the surface has stiffened sufficiently to permit the operation. Produce a finish that will meet Moderately flat (Ff flatness = 25) requirements of ACI 117, then refloat the slab immediately to a uniform texture. F. Light Steel Troweled Finish: Float concrete surface, then power trowel the surface. Hand trowel the surface smooth and free of trowel marks. Continue hand troweling until all "shine" has disappeared from surface; no final troweling is required. Tolerance for concrete floors shall be Moderately flat (Ff flatness = 25) in accordance with ACI 117. G. Full Steel Trowel Finish: Float concrete surface, then power trowel the surface. Hand trowel the surface smooth and free of trowel marks. Continue hand troweling until a ringing sound is produced as the floor is troweled. Finished surface shall be free of trowel marks, uniform in texture and appearance. Tolerance for concrete floors shall be Moderately flat (Ff flatness = 25) in accordance with ACI 117. H. Broom or Belt Finish: Immediately after concrete has received a floated finish, give the concrete surface a coarse transverse scored texture by drawing a broom or burlap belt across the surface. Degree of texture shall be as approved by the Architect. Tolerance for concrete floors shall be Moderately flat (Ff flatness = 25) in accordance with ACI 117. Raked Finish: Immediately after concrete has received a floated finish, draw closely spaced rake across surface with ribs perpendicular to traffic flow. Notify Architect at time of finishing so that they may be present to approve the final degree of texture required. Tolerance for concrete floors shall be Moderately flat (Ff flatness = 25) tolerance in accordance with ACI 117. Dry -Shake Finish: Blend metallic or mineral aggregate specified in Contract Documents with Portland cement in the proportions recommended by the aggregate manufacturer, or use bagged, premixed material specified in Contract Documents as recommended by the aggregate manufacturer. 1. Float -finish the concrete surface. 2. Apply approximately 2/3 of the blended material required for coverage to the surface by a method that ensures even coverage without segregation. Float -finish the surface after application of the first dry -shake. 3. Apply the remaining dry -shake material at right angles to the first application and in locations necessary to provide the specified minimum thickness. Begin final floating and finishing immediately after application of the dry -shake. 4. After selected material is embedded by the two floatings, complete operation with a broomed, floated, or troweled finish, as specified in the Contract Documents. K. Exposed -Aggregate Finish: Immediately after surface of the concrete has been leveled to meet the Moderately flat (Ff flatness = 25) tolerance requirements of ACI 117 and the bleed water sheen has disappeared, spread aggregate of the color and size specified in Contract Documents uniformly over the surface to provide complete coverage to a depth of one stone. Tamp the aggregate lightly to embed aggregate in the surface. Float the surface until the embedded stone is fully coated with mortar and the surface has been finished to meet the Moderately flat (Ff flatness = 25) tolerance requirements of ACI 117. After the matrix has hardened sufficiently to prevent dislodgment of the aggregate, apply water carefully and brush the surface with a fine -bristled brush to expose the aggregate without dislodging it. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 -13 3. An acceptable chemical retarder sprayed on freshly floated concrete surface may be used to extend the working time for the exposure of aggregate. L. Non -specified Finish: When the type of finish is not specified in Contract Documents, use one of the following appropriate finishes and accompanying tolerances. 1. Scratched Finish: For surfaces intended to receive bonded cementitious mixtures. 2. Floated Finish: For walks, drives, steps, ramps, and for surfaces intended to receive waterproofing, roofing, insulation, or sand -bed terrazzo. 3. Full Steel Troweled Finish: For floors intended as walking surfaces, floors in manufacturing, storage, and warehousing areas, or for reception of floor coverings. 3.9 CONCRETE CURING AND PROTECTION A. General: Cure concrete in accordance with the Curing Methods noted below for a minimum of 7 days after placement. Cure high -early strength concrete for a minimum of 3 days after placement. Alternatively, moisture retention measures may be terminated when any of the following criteria are met: 1. Tests made on at least two cylinders kept adjacent to the structure and cured by the same methods as the structure indicate 70% of f'c, as determined in accordance with ASTM C39, has been attained. 2. The compressive strength of laboratory -cured cylinders, representative of the in -place concrete, exceeds 85% f'c, provided the temperature of the in -place concrete has been maintained at 50°F or higher during curing. 3. Strength of concrete reaches f'c as determined by accepted nondestructive test methods. B. Additional Curing Periods: When the 7-day compression test cylinders, representative of parts of a structure already, placed, indicate that the 28-day strengths may be less than 85 percent of the design strengths, give those parts of the structure additional curing. C. Protection: Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury. Protect concrete during the curing period such that the concrete temperature does not fall below requirements of ACI 306.1. The concrete shall be maintained with minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and to ensure the necessary strength development for structural safety. Maintain protection in such a manner that the maximum decrease in temperature measured at the surface of the concrete in a 24-hour period shall not exceed the following: a. 50OF for sections less than 12 inches in the least dimension. b. 40°F for sections from 12 to 36 inches in the least dimension. c. 30°F for sections 36 to 72 inches in the least dimension. d. 20°F for sections greater than 72 inches in the least dimension. Measure and record concrete temperature using a method acceptable to the Architect/Engineer. When the surface temperature of the concrete is within 20OF of the ambient, temperature, protection measures may be removed. D. Curing Unformed Concrete Surfaces: Apply one of the Curing Methods after completion of placement and finishing of concrete surfaces not in contact with forms. E. Curing Formed Concrete Surfaces: Keep absorbent wood forms wet until they are removed. After formwork removal, cure concrete by one the Curing Methods. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 14. F. Curing Methods: After placing and finishing, use one or more of the following methods to preserve moisture in concrete. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing, or as soon as marring of the concrete will not occur. When one of the curing procedures is used initially, the curing procedure may be replaced by one of the other procedures when concrete is 1 day old, provided the concrete is not permitted to become surface -dry at any time. Avoid rapid drying at end of final curing period. 1. Ponding, continuous fogging, or continuous sprinkling. 2. Application of mats or fabric kept continuously wet. 3. Continuous application of steam (under 1500F). 4. Application of sheet materials conforming to ASTM C171. 5. Application of a curing compound conforming to ASTM C309 or C1315. a. Apply the compound in accordance with manufacturer's recommendation as soon as water sheen has disappeared from the concrete surface and after finishing operations. b. For rough surfaces, apply curing compound in two applications at right angles to each other. c. Do not use curing compound on any surface where concrete or other material will be bonded unless the curing compound will not prevent bond or unless measures are to be taken to completely remove the curing compound from areas to receive bonded applications. d. Curing compound may be used on concrete that is to receive resilient flooring, carpet, sand cushion terrazzo, and wood flooring, unless otherwise required by finish treatment manufacturer. Provide written certification from the finish floor treatment manufacturer as previously specified. e. The Contractor shall be responsible for removing any traces of the dissipating curing compound that remains on the substrate prior to applying subsequent floor finish. This shall include, but is not limited to, removing the curing compound using power scrubbers and industrial strength detergents and using fresh water to remove the detergents. Comply with any additional instructions and recommendations of the manufacturer whose products are to be applied directly over concrete slab. - 6. Application of other accepted moisture -retaining method. 3.10 CONCRETE SURFACE REPAIRS A. General: All surface defects shall be reported to the Architect. Remove and replace concrete having defective surfaces if defects cannot be repaired to the satisfaction of the Architect. B. Repair of Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, fins, stains, and other discolorations that cannot be removed by cleaning. 1. Repair concealed formed surfaces that contain defects that affect the durability of concrete. 2. Repair tie holes and surface defects immediately after formwork removal. Where the concrete surface will be textured by sandblasting or bush -hammering, repair surface defects before texturing. C. Repair of Unformed Surfaces: Surface defects include crazing, cracks in excess of 0.01 inch wide or which penetrate to reinforcement or completely through non -reinforced sections regardless of width, spalling, pop -outs, honeycomb, rock pockets, and other objectionable conditions. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 15 1. Repair finished unformed surfaces that contain defects that affect durability of concrete. 2. Test unformed surfaces, such as monolithic slabs, for smoothness and verify surface plane to tolerances specified for each surface and finish. Correct low and high areas as specified. Test unformed surfaces sloped to drain for trueness of slope. 3. Correct high areas in unformed surfaces by grinding, after concrete has cured at least 14 days. Depth or removal shall not exceed 1/4 inch without scanning the effected area to verify required concrete cover will be maintained over reinforcing, post -tensioning tendons, or other embedment. 4. Correct low areas in unformed surfaces during or immediately after completion of surface finishing operations by cutting out low areas and replacing with fresh concrete. Finish repaired areas to blend into adjacent concrete. Proprietary patching compounds may be used when acceptable to the Architect. D. Repair of Tie Holes: Plug tie holes except where stainless steel ties, non -corroding ties, or acceptably coated ties are used. When Portland cement patching mortar is used for plugging, clean and dampen tie holes before applying the mortar. When other materials are used, apply them in accordance with manufacturer's recommendations. E. Repair of Surface Defects: Outline honeycombed or otherwise defective concrete with a 1/2- to 3/4-inch-deep saw cut and remove such concrete down to sound concrete. When chipping is necessary, leave chipped edges perpendicular to the surface or slightly undercut. Do not feather edges. Dampen the area to be patched, plus 6 inches around the patch area perimeter. Prepare bonding grout and thoroughly brush grout into the surface. When the bond coat begins to lose water sheen, apply patching mortar and thoroughly consolidate mortar into place. Strike off mortar, leaving the patch slightly higher than the surrounding surface to permit initial shrinkage. Leave the patch undisturbed for 1 hour before finishing. Keep the_ patch damp for 7 days. F. Removal of Stains: Remove stains, rust, efflorescence, and surface deposits considered objectionable by the Architect by acceptable methods. G. Site -Mixed Repair Materials: 1. Bonding Grout: Mix approximately 1 part cement and 1 part fine sand with water to the consistency of thick cream. 2. Repair Mortar: Mix repair mortar using the same materials as concrete to be patched with no coarse aggregate. Do not use more than 1 part cement to 2-1/2 parts sand by damp loose volume. a. For repairs in exposed concrete, make a trial batch and check color compatibility of repair material with surrounding concrete. Blend white Portland cement and standard Portland cement so that, when dry, patching mortar will match color surrounding. b. Use repair mortar at a stiff consistency with no more mixing water than is necessary for handling and placing. Mix repair mortar and manipulate the mortar frequently with a trowel without adding water. H. Commercial Repair Products: Acceptable commercial repair products other than site -mixed repair materials may be used for repair, as specified in Part 2. Use repair products in accordance with manufacturer's recommendations. 3.11 MISCELLANEOUS CONCRETE ITEMS A. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and steel -troweling surfaces to a hard, dense finish with corners, intersections, and terminations lightly rounded. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CAST -IN -PLACE CONCRETE SECTION 03 30 00 - 16 B. Equipment Bases and Foundations: Form bases for the mounting of equipment shown on drawings. Coordinate sizes and requirements for bases with trade requiring same; make bases a minimum of 4 inches high, unless otherwise noted on drawings, and finish to match adjacent floor finish. Set anchor bolts for machines and equipment to correct elevations, complying with certified diagrams or templates of manufacturer furnishing machines and equipment. C. Steel Pan Stairs: Provide concrete fill for steel pan stair treads and landings and associated items. Screed, tamp, and finish concrete surfaces with light broom finish. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Features: 1. Structural steel fabrication and erection required for completion of the work. B. Related Sections: 1. 013300 — Submittal Procedures 2. 014500 — Structural Testing, Inspection, and Quality Assurance 3. 051250 - Buckling Restrained Braces 4. 052100 - Steel Joist Framing 5. 053100 — Steel Decking 6. 099000 — Painting 1.3 REFERENCE STANDARDS A. General: Comply with the provisions of the latest versions of the publications listed below except as otherwise shown or specified. B. American Institute of Steel Construction (AISC): 1. AISC Steel Construction Manual 2. AISC 303 Code of Standard Practice for Steel Buildings and Bridges, as modified herein 3. AISC 341 Seismic Provisions for Structural Steel Buildings. 4. AISC 360 Specifications for Structural Steel Buildings C. American Society for Testing and Materials (ASTM): 1. ASTM A6 General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use 2. ASTM A36 Structural Steel 3. ASTM A53 Standard Specification for Pipe, Steel, Black and Hot -Dipped, Zinc -Coated, Welded and Seamless 4. ASTM A123 Zinc (Hot -Dip Galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars and Strip 5. ASTM A307 Carbon Steel Externally and Internally Threaded Standard Fasteners 6. ASTM A325 High -Strength Bolts for Structural Steel Joints 7. ASTM A441 High -Strength, Low -Alloy Structural Manganese -Vanadium Steel 8. ASTM A490 Quenched and Tempered Alloy Steel Bolts for Structural Steel Joints 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 2 ❑C E 9. ASTM A500 Grade B Cold -Formed Welded and Seamless Carbon Steel Structural Tubing 10. ASTM A501 Hot -Formed Welded and Seamless Carbon Steel Structural Pipe 11. ASTM A572 High -Strength Low -Alloy Columbium -Vanadium Steels of Structural Quality 12. ASTM A588 High -Strength Low -Alloy Structural Steel with 50,000 PSI Minimum Yield Point to 4-Inch Thickness 13. ASTM A913 High -Strength Low -Alloy Steel Shapes of Structural Quality, Produced by the Quenching and Self -Tempering Process (QST) 14. ASTM A992 Standard Specifications for Steel for Structural Shapes for Use in Building Framing 15. ASTM F959 Compressible -Washer -Type Direct Tension Indicators for Use with Structural Fasteners 16. ASTM F1852 Standard Specifications for "Twist Off' Type Tension Control Structural Bolt/Nut/Washer Assemblies 17. ASTM F2280 Standard Specification for "Twist Off" Type Tension Control Structural Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 150 ksi Minimum Tensile Strength American Welding Society (AWS): 1. AWS A2.4 Welding Symbols 2. AWS A3.0 Terms and Definitions 3. AWS A5.1 Specifications for Mild Steel Covered Arc Welding Electrodes 4. AWS A5.5 Specification for Low -alloy Steel Covered Arc Welding Electrodes 5. AWS A5.17 Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding 6. AWS A5.20 Specification for Carbon Steel Electrodes for Flux Cored Arc Welding 7. AWS A5.23 Specification for Low -Alloy Steel Electrodes and Fluxes for Submerged Arc Welding 8. AWS D1.1 Structural Welding Code - Steel 9. AWS D1.4 Reinforcing Steel Welding Code, including Metal Inserts and Connections in Reinforced Concrete 10. AWS D1.8 Structural Welding Code - Seismic Supplement Research Council on Structural Connections (RCSC): RCSC: Specification for Structural Joints Using High -Strength Bolts 1.4 STRUCTURAL DRAWINGS A. The Contract Documents are complementary. The Structural Drawings shall not be considered a stand-alone document. The Contractor shall use the Structural Drawings in conjunction with all of the Contract Documents, including but not limited to the Architectural, Civil, Mechanical, and Electrical Drawings. Locations and geometry of steel members not provided in the Structural Drawings shall be determined from these other Drawings. B. Delete Sections 2.1 and 2.2 from AISC 303 and replace with the following: 2.1 Definition of Structural Steel Structural Steel shall consist of the elements of the structural frame that are shown and sized in the structural Design Drawings. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 3 2.2 Other Steel, Iron, or Metal Items Structural Steel shall not include other steel, iron, or metal items that are not shown and sized in the structural Design Drawings. C. Section 3.1 and 3.2 from AISC 303 pertaining to the accurate dimensioning of structural steel shall be subject to the following additional requirements: Dimensions and locations of steel framing shall be determined from the Structural Drawings as well as all other construction documents, including but not limited to the Architectural and MEP Drawings. It shall be the Contractor's responsibility to coordinate the dimensions of the structural steel between all of the construction documents. D. Section 4.4 from AISC 303 pertaining to Approval shall be subject to the following additional requirements: 1. The review of submitted shop erection drawings will be in accordance with Division 1. 2. Submitted shop and erection drawings may not necessarily be individually annotated as approved or subject to corrections. The submittal as a whole will be noted by the Structural Engineer as "No Exceptions Taken," "Make Corrections Noted," "Revise and Resubmit," or "Not Reviewed." Correction notations specific to each piece will be noted. 1.5 QUALITY ASSURANCE A. Fabricator/Erector: Must have plant, facilities, and personnel sufficient to fabricate and/or erect structural steel indicated on the drawings. Must have minimum of 5 years experience with a record of successful in-service performance and be able, upon request, to show framing of size, materials, and scope similar to work of this contract. Must demonstrate sufficient production capacity to provide structural steel indicated on the drawings. B. Material: Provide only structural steel certified as conforming with specified requirements and fabricate specifically to the requirements of this contract. Material that does not conform to the requirements of this contract may be rejected at any time. C. Charpy V-Notch Testing: Testing shall be in accordance with ASTM A6, Supplement S30, where this testing is specifically required. D. Allowable Tolerances: Unless otherwise specified or noted on drawings or in Section 017100, "Construction Tolerance," provide structural steel work in accordance with the following minimum tolerances: 1. Fabrication Tolerances: In accordance with requirements of AISC specification unless noted otherwise and as required to maintain the erection tolerances specified herein. 2. Erection Tolerances: In accordance with requirements of AISC. The Contractor alone shall be responsible for the correct fitting of all structural members and for the elevation and alignment of the finished structure. Any adjustment necessary in the steel frame because of discrepancies in elevations and alignment shall be the responsibility of the Contractor. E. Connection Identification: Each person installing connections shall be assigned an identifying symbol or mark, and all shop and field connections shall be so identified so that the Owner's Testing Agency can refer to the person making the connection. F. Test and Inspections: Work is subject to special testing and inspection. Refer to Section 014500, "Structural Testing, Inspection, and Quality Assurance." The Fabricator/Erector shall provide the Owner's Testing Agency and the Architect/Engineer access to places where 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 4 material is being fabricated/erected. Notice shall be given for joints requiring inspection for proper end preparation, root opening, etc., prior to welding. G. Engineering by Contractor: The Contractor shall engage a structural or civil engineer, licensed in the state where the project exists, to review and design, where needed, for the support of hoisting equipment, welding machines, and other construction imposed loads, for the stacking of materials such as steel decking, etc., for temporary bracing, shoring, and other safety related construction procedures where required, and for construction conditions not conforming to the Structural Drawings. It is the Contractor's responsibility to obtain and pay for such engineering services. H. Welder Qualifications: Each welder performing work on this project shall be qualified before commencement of welding on this project in accordance with the American Welding Society, AWS D1.1, and the Washington Association of Building Officials (WABO). Copies of each welder's qualification records shall be made available to the Architect and Owner's Testing Agency for review. Inspections: A qualified inspector under the requirements of the building code shall continuously inspect field welds. Bolting Quality Assurance: The bolt supplier shall visit the project site or fabrication plant if bolt installation is to be performed during the bolting start-up to demonstrate proper installation procedures and verify inspection procedure with the Contractor, Erector, and the Owner's Testing Agency. The Contractor shall distribute written verification of the visit to the attending parties, Owner, Architect, and Owner's Structural Engineer. K. Shop Testing by Contractor: The Contractor shall perform ultrasonic testing and visual inspection of all plate material and rolled sections greater than 1-1/2 inches in thickness and located at welded connections for discontinuities prior to fabrication. The test area is defined as a zone up to 6 inches away from the weld in the connection. These tests shall be in addition to the ultrasonic testing of all complete joint penetration welds that will be performed by the Owner's Testing Agency. The Contractor's testing shall be submitted to the Architect/Engineer and Owner's Testing Agency. All costs associated with this testing shall be borne by the Contractor. Ultrasonic Testing: Conduct in accordance with ASTM A435 with the following modifications and supplementary requirements: a. Supplementary Requirements S1, requiring 100% scanning of the test, are to be included. b. Section 5.2, Acceptance Standards, is supplemented with the following provision: "The fabricator, insofar as practical, may reposition a rejected plate so that rejectable defects are not located in a test area." L. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this section. M. Pre -Construction Conference: Schedule a job conference to review the Structural Documents prior to development of shop drawings. The conference shall be attended by all pertinent parties, which is, at a minimum, to include the Fabricator, Erector, Contractor, Owner's Testing Agency, and Structural Engineer. N. The Seismic Force -Resisting System (SFRS) shall be subject to all material, fabrication, erection, and testing requirements in AISC 341 and AWS D1.8 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 5 1.6 SUBMITTALS A. Submit the following in accordance with Section 013300, "Submittal Procedures." B. Shop Drawings: Submit shop drawings for review prior to commencing any fabrication of structural steel. 1. Show framing layout, dimensions, connections with adjoining materials and construction, finishes, welds, bolts and fasteners, anchoring, and all fabrication or erection accessories required. 2. Specify field welds, cuts, holes, and fasteners. 3. Verify all dimensions and correlate with adjoining construction and materials. 4. Indicate size, type, and grade of all members. 5. Include with each detail shown on the shop drawings a reference to the Architect's and Engineer's drawings and details, where applicable. 6. Prior to shop drawing submittal, the Contractor and Fabricator shall review the drawings for obvious drafting and detailing errors. C. One month prior to commencing fabrication, submit Fabricator's quality assurance procedures to the Architect, Engineer, Owner, and Owner's Testing Agency. D. Indicate welded connections on shop drawings using standard AWS welding symbols. Show all welded connections with details showing size, length, location, and type of welds. E. Mill Reports: Submit three copies of certified mill reports indicating heat and melt numbers of steel. Mill reports are to be submitted for record only and will not be reviewed: 1. If test reports are not submitted or test reports cannot be identified with material proposed for use in the work, then secure and perform structural tests on 5% of all such unidentified steel. 2. Contractor shall furnish all such material for testing and pay for all such tests. 3. Furnish Owner, Architect, and Structural Engineer certified copies and Fabricator one certified copy of all test reports. F. Inspection Test Reports: Upon request, submit to Architect copies of Contractor's ultrasonic testing reports. G. Placement Plans: Submit placement plans and details as required for the satisfactory placing, connection, and anchorage of all structural members. H. Survey Reports: Promptly submit an accurate survey of actual elevations and locations of base plates and anchor bolts, and alignments as well as elevations of all steel as noted on the drawings. The report shall specify that the location of the structural steel is acceptable for plumbness, level, and alignment within the specified tolerances. Certification: Submit manufacturer's certified test reports on load indicator washers and/or tension control bolts on at least three samples from each heat supplied to conform to tolerance range. J. Welding Procedures: For welded joints prequalified and non-prequalified by AWS D1.1, submit a description of welding procedures proposed for use on structural steel a minimum of one month prior to use. Furnish joint welding procedure qualification tests as required by AWS D1.1 for non-prequalified welded joints. Welding procedures shall be reviewed by the Owner's Testing Agency, and an approved copy shall be forwarded to the Structural Engineer. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - B K. Manufacturer's Certification is required as follows: 1. Bolts, Nuts and Washers: Furnish complete manufacturer's mill test reports conforming to ASTM A325, Type 1, or ASTM A490. Markings and chemistry must also comply with the specification. Certification numbers must appear on product containers and correspond to certification numbers on mill test report to be accepted. Mill test report must be supplied to both purchaser and Owner's Testing Agency. 2. Filler material for welding. L. Erection Plan: Submit a comprehensive erection plan including sequencing, crane requirements, means and methods, temporary shoring and bracing, safety procedures, etc. The erection design and calculations shall be prepared by a structural engineer, licensed in the state of the project. The erection plan is to be submitted solely for the purpose of confirming that the Contractor has complied with the specification requirements to prepare an erection plan. The erection plan will not be reviewed. M. Product Data: For shop primers, include manufacturer's technical information including basic materials analysis and application instructions. N. Structural Calculations: Submit structural calculations for connections that are designed by the Contractor as required in the construction documents. These calculations shall be prepared by a qualified licensed professional engineer registered in the state where the project is located. 1.7 DELIVERY, STORAGE, AND HANDLING A. Comply with the requirements of the general conditions and of ASTM A6, including the following. B. Store materials in a manner to permit easy access for inspection and identification. 1. Keep steel members off the ground, using pallets, platforms, or other supports. 2. Protect steel members and packaged materials from corrosion and deterioration. C. Do not store materials on the structure in a manner that might cause distortion or damage to the members of the supporting structures. Repair or replace damaged materials or structures at no additional cost to the Owner. D. Columns, beams, girders, and other members that are to receive sprayed -on fireproofing shall be free of loose rust, heavy mill scale, oil, dirt, or other foreign substances prior to application of fireproofing materials. E. All fasteners shall be stored and protected in accordance with the current requirements of the "Specification for Structural Joints using ASTM A325 or A490 Bolts." 1.8 JOB CONDITIONS A. Temporary Bracing: Temporary bracing and guylines shall be provided to adequately protect all persons and property and to ensure proper alignment. B. Temporary Floors: All temporary flooring, planking, and scaffolding necessary in connection with the erection of the structural steel or support of erection machinery shall be provided. The temporary floors or use of steel decking shall be as required by law and governing safety regulations. The reduced load capacity of members and assembly, especially the floor and roof beams and girders due to their unbraced condition prior to welding of steel deck and completion of concrete slabs, is hereby noted and shall be considered. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 7 C. Holding and Protection: In assembling and during welding, the component parts shall be held with sufficient clamps or other adequate means to keep parts straight and in close contact. In welding, precautions shall be taken to minimize "lock -up" stress and distortion due to heat. In windy conditions, welding shall be done only after adequate wind protection is furnished and set up and as specified in the AWS. PART 2 - PRODUCTS 2.1 MATERIALS AND COMPONENTS A. Carbon Steel and High -Strength Low -Alloy Steel: Provide steel shapes, plates, and bars of structural quality, sizes, and standards noted on drawings for use in welded and bolted construction. Steel manufactured by the acid bessemer process shall not be used for structural purposes. Steel that, in the opinion of the Owner's Testing Agency, is badly corroded or physically damaged shall not be incorporated in the work until the Owner's representatives, Contractor, Erector, and Fabricator have agreed to allow the installation. B. Primer: Refer to Section 099000 for primer. Weldable primers shall not be used. Where other coatings (intumescent paint, architectural paint, etc.) are to be applied, use the appropriate primer as required per the architectural coatings specifications and as required to be compatible with these other coatings. C. Standard Fasteners: Low -carbon steel externally and internally threaded fasteners conforming to requirements of ASTM A307, Grade A. Provide hexagonal heads and nuts for all connections. Include lock washers under nuts or self-locking nuts. D. High -Strength Fasteners: Quenched and tempered steel bolts and nuts conforming to requirements of ASTM A325 or ASTM A490. 1. Provide heavy hexagonal head bolts and nuts, and hardened steel washers. 2. Load indicator washers conforming to ASTM F959 or tension control bolts conforming to ASTM F1852 or ASTM F2280 shall be used. 3. Any proposed substitutions must have documentation submitted for review and approval of the Structural Engineer one month prior to construction. 4. Acceptable tension control bolt suppliers shall be Lejuene Bolt Company/Lakeview, Minnesota, and Bristol Industries/Brea, California, or approved equal. E. Weld Electrodes: See AWS D1.1 and AWS D1.8 for requirements. See Structural General Notes for filler metal Charpy V-notch impact toughness requirements. Headed Shear Connector Studs, Deformed Bar Anchors: Refer to Section 053100, "Steel Decking," for specific requirements at composite floor deck. 1. Headed Shear Connector Studs: Shall be Type B in accordance with AWS D1.1 and comply with ASTM A108, Grade 1015 or 1020; of dimensions complying with AISC specifications and the contract drawings; through deck stud welded shear connectors. Install in such a manner as to provide complete fusion between the end of the stud and structural steel base material. 2. Deformed Bar Anchors: ASTM A496 of dimensions per plan. Install in such a manner as to provide complete fusion between anchor and base material. 3. All steel stud/anchors welded to steel beams or plates shall be "Tru-weld studs," Division of Tru-Fit Screw Products Corporation, Cleveland, Ohio; "Nelson Stud," Division of 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - is Gregory Industries, Inc., Lorain, Ohio; or approved equal. All stud anchors shall be automatically end -welded in shop or field with equipment recommended by manufacturer of studs and anchors. 4. All welded connectors are to be end welded in accordance with AWS D1.1. Base metal is to be clean, dry, and free of paint, rust, oil, scale, or other contaminants. Welding should not be done when the base metal temperature is below 0°F. 5. Where threaded studs are specified, the stud shall utilize a reduced weld base so that the weld flash will match the diameter of the fastener. G. Drilled -in -Concrete Anchors: Refer to structural drawings. H. Slab Edge/Deck Supports: Refer to Section 053100, "Steel Decking," for specific requirements at composite floor deck. Provide additional structural steel support framing for steel deck where normal deck bearing is precluded by column flange plates or other framing members. The Contractor shall make specific provisions to provide the necessary framing materials at slab and roof edge conditions. The Contractor shall provide and install all gage metal edge closures where required by the plans and specification and shall coordinate shoring requirements at composite slab edges. The Contractor shall provide and install all structural steel bent plate edge closures or structural steel edge materials and any corresponding bracing or shoring where required by the plans and specifications. Grout: Refer to Structural General Notes. Other Materials: Provide all incidental and accessory materials, tools, methods, and equipment required for fabrication and erection of structural steel framing as indicated on drawings. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the Contractor subject to the approval of the Architect. K. General: Miscellaneous materials or accessories not listed above shall be provided as specified herein under the various items of work and as indicated on the drawings or required for good construction practice. 2.2 FABRICATION A. Fabricate all steel in accordance with requirements of AISC specifications and in accordance with details indicated on the drawings or as approved on shop drawings. 1. Identify all steel at mill showing ASTM standard grade. 2. Identify each piece with an erection mark corresponding to identifications noted on erection drawings. B. Materials shall be properly identified with an erection mark corresponding to identifications noted on erection drawings and match -marked where field assembly requires. The sequence of shipments shall be such as to expedite erection and minimize the field handling of material. C. Cutting: All holes and openings must be approved by the Owner's Structural Engineer. 1. Do no flame cutting by hand of openings greater than 1/2 the depth of the member, unless approved by the Engineer. 2. All flame -cut holes shall be smoothed by chipping, planing, or grinding members to required AISC tolerances. 3. Sharp bends or kinks will not be allowed. 4. Flame cutting by hand will not be allowed for holes at connections. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 9 D. Milled Surfaces: All milled surfaces shall be completely assembled or welded before milling. Milled surfaces are to provide full contact bearing for the entire cross section. E. Beams, girders, and trusses shall be upward cambered where indicated on the drawings. For beams, girders, and trusses without specified cambers, fabricate members so that after erection, any minor camber due to rolling or fabrication is upward. F. Connections Designed on the Structural Drawings: 1. The Contractor shall not deviate from these designs unless approved by the Architect and Engineer. 2. Connections shown on the drawings may eliminate certain methods of erection. 3. If the Contractor elects a method of erection that requires a change of some of the connections, it must be approved by the Architect and Engineer. G. Combination of bolts and welds shall not be used for stress transmission in the same faying face of any connection without prior approval by the Structural Engineer. H. For stud anchor and deformed bar anchor welding, the area where the anchor is to be attached shall be made free of all foreign material such as rust, oil, grease, paint, galvanizing, etc. When the mill scale is sufficiently thick to cause difficulty in obtaining proper welds, it shall be removed by grinding or sandblasting. Use automatic end welding of headed stud shear connections in accordance with manufacturer's printed instructions. Welding processes other than shielded metal arc, flux core arc, and submerged arc may be used, provided procedure qualification tests in accordance with the American Welding Society are made for the intended application of all such processes. Built-up sections assembled by weldingshall be free of warpage, and all faces shall have true alignment. K. Types of Welds: Required weld types are indicated by symbols on drawings; characteristics of welds shall be in accordance with standard specifications or codes as applicable; each welder shall mark his identification symbol on his work. Preparation of Steel Surfaces to be Welded: Prepare edges to be joined by welding as indicated on drawings and in accordance with AWS D1.1. All welds are to be made to clean steel. Remove all coatings, galvanizing, grease, scale, rust, and other foreign matter at locations that are to be welded in accordance with AWS D1.1. M. Reinforcing Steel: Welding or tack welding of reinforcing bars to other bars or plates, angles, and similar shapes is prohibited, except where specifically shown on plans or approved by the Structural Engineer; where required, use electrodes in accordance with requirements of AWS D1.4/12.1 and the Structural General Notes. N. The toughness and notch sensitivity of the steel shall be considered in the formation of all welding procedures to prevent brittle and premature fracture during fabrication and erection. O. Detailing of connections, welding sequences, and preheat methods shall be such as to minimize restraint and the accumulation and concentration of through thickness strains due to weld shrinkage. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - * , P. At welded joints that are not hidden by architectural finish materials, remove projecting ends of runoff tabs, backer bars, and any other erection aids, and grind flush with edges of plates. Q. Cleaning of Steel Surfaces: Clean all surfaces of oil, grease, loose rust, loose mill scale, and other foreign matter present in sufficient quantities to impair bond of spray fireproofing or other specified coatings. R. Bolted Faying Surfaces at Slip Critical Connections: Surfaces are to be prepared such that faying surfaces satisfy the requirements for a Class A surface unless noted otherwise. S. Steel Stud and Deformed Bar Anchors: 1. All anchors shall be automatically end -welded in the shop or field with equipment recommended by the manufacturer of the studs and by qualified welders. Steel stud material, welding, and inspection shall be in accordance with AWS D1.1. End -weld in such a manner as to provide complete fusion between the end of the stud and the plate. There shall be no porosity or evidence of lack of fusion between the welded end of the stud and the plate. 2. Tests and Inspections by the Contractor: Provide testing of deformed bar anchors and studs in accordance with AWS D1.1. 3. Refer to Section 053100, "Steel Decking," for specific requirements at composite floor deck. T. Shop Priming: Prime steel as follows and as specified in Section 099000, "Painting." Shop prime steel surfaces except the following: a. Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches. b. Within 2 inches of surfaces to be welded. c. Surfaces to receive sprayed -on fireproofing, unless surfaces will be exposed to moisture. Surface Preparation: Clean surfaces to be primed. Remove loose rust, loose mill scale, and splatter, slag, or flux deposits. Prepare surfaces to SSPC specification as follows: a. SSPC SP3 "Power Tool Cleaning" (or SSPC SP6 "Commercial Blast Cleaning") to a minimum blast profile of 1.5 mils. Priming: Immediately after surface preparation, apply primer according to the manufacturer's instruction and at the rate recommended by SSPC to provide a dry film thickness of not less than 3.5 mils. Use priming methods that result in full coverage of joints, corners, edges, and exposed surfaces. a. Stripe paint corners, crevices, bolts, welds, and sharp edges. b. Apply two coats of primer paint to inaccessible surfaces after assembly or erection. Change color of second coat to distinguish it from first. U. Temperature Effects: Fabrication shall take into consideration all temperature effects relevant to the fabrication, erection, and final condition of the structural frame. Fabrication shall consider that the temperatures which the frame members are subjected to during fabrication, erection, and in their final condition may be significantly different and shall make any adjustments necessary to facilitate proper erection of the frame. V. If the Contractor elects a method of erection that requires a change of some of the connections, or otherwise wishes to use alternate connections, the alternate connections must be reviewed and approved by the Architect. The design of all alternate connections is the responsibility of the Contractor. The Contractor shall retain a licensed structural engineer 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL . . STRUCTURAL STEEL FRAMING SECTION 051200 - 11 registered in the state where the project is located to prepare details and calculations, which shall be submitted for review and approval by the Architect. PART 3 - EXECUTION 3.1 SURFACE CONDITIONS A. Examine the areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of the work. Do not proceed until unsatisfactory conditions are corrected. 3.2 ERECTION A. General: Erect structural steel framing in accordance with governing codes and specifications. Conform to configurations and connections as shown in the documents. B. Shoring and Bracing: Provide temporary shoring and bracing members as required and according to the AISC Code of Standard Practice as well as any applicable Local, State, or Federal requirements. The design of the shoring and bracing is the responsibility of the Contractor. The determination. of the timing of the installation and removal of the shoring and bracing elements is strictly the responsibility of the Contractor. C. Column Base and Bearing Plates: Align attached column bases and bearing plates for beams and similar structural members. Set loose column bases and bearing plates. Grout solid with non -shrink grout as specified. D. Field Assembly: Accurately assemble structural framing to lines and elevations indicated within specified or noted tolerances. 1. Align and adjust various members of framing system prior to fastening. 2. Prior to assembly, clean bearing surfaces and surfaces that will be in permanent contact. 3. Splice structural members only where indicated or where approved. 4. Cut holes by drilling only. 5. Fasten splices of compression members after bringing abutting surfaces completely into contact. 6. Make all field connections by high -strength bolting or welding, unless otherwise noted. 7. Unless noted otherwise, tighten and leave erection bolts in place after welding. Where high -strength bolts are required, provide identified and marked bolts. 8. Do not field cut or alter structural members without the written approval of the Structural Engineer. 9. Do not use gas -cutting torches for correcting fabrication errors in structural framing. 10. Finish gas -cut sections equal to a sheared appearance. E. Furnish shim plates or develop fills where required to obtain proper fit and alignment. F. Non -Fusible Backing Materials: The use of non -fusible backing materials, including _ceramic and copper, in accordance with the structural notes, is permitted only with satisfactory welder qualification testing performed using the type of backing proposed for use, using the test plate shown in AWS D1.1, Figure 4.21, except that groove dimensions shall be as provided in the weld procedure specification. Welders using these backings shall be prequalified per AWS. G. Connections: No welding or bolting shall be done until as much of the structure as will be stiffened by the welding or bolting has been properly aligned. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 12 H. Drift pins shall not be used to enlarge unfair holes in main material. Holes that must be enlarged shall be reamed up to a maximum of 1/16 inch larger to admit bolts. Burning, drifting, and reaming may be used to align unfair holes in members only after approval by the Owner's Structural Engineer. Mutilate threads or use lock nuts for unfinished bolts to prevent nuts from backing off. Draw unfinished bolt heads and nuts tight against the work. Establish required leveling and plumbing measurements on the mean operating temperature of the structure of 650F unless noted otherwise. Make allowances for differences between temperature at time of erection and mean temperature at which the structure will be maintained when completed and in service. K. The steel erector shall leave the steel clean of oil or other contaminants as outlined under Part 2 of this Specification. L. Touch-up Priming: Immediately after erection, clean field welds, bolted connections, and abraded areas of the shop primer. Apply primer to exposed area with the same material as used for shop priming. Apply by brush or spray to provide a minimum dry film thickness of 1.5 mils. 3.3 ERECTION TOLERANCES AND SURVEY A. Plumb, level, and align individual pieces in accordance with the requirements of the AISC Code of Standard Practice for Steel Buildings and Bridges. B. Field Survey: Make an accurate survey of alignments and elevations of all steel members as noted on the drawings. 1. During construction of the steel frame, the Contractor shall survey the column locations and splice elevations as each column tier is erected. Submit survey reports indicating this information within 24 hours for review prior to erecting the subsequent tiers. 2. Permanent benchmarks shall be established by a registered professional engineer employed by the Contractor in accordance with the requirements of contract documents. 3. Should locations vary beyond the allowable tolerances, notify the Architect/Engineer and take necessary corrective measures and modify details and/or procedures as required and approved. 3.4 HIGH -STRENGTH BOLT INSTALLATION A. General: Supply and install all high -strength bolts, nuts, and washers in conformance with the requirements of the current edition of "Specification for Structural Joints using ASTM A325 or A490 Bolts," except that the installation of "turn -of -nut tightening" will not be accepted. 1. All high -strength bolts, both friction and bearing type, shall be installed in accordance with Paragraph 8(d)(4), "Direct Tension Indicator Tightening," unless noted otherwise on the drawings. 2. Load -indicator washers (LIW) or tension control bolts (TCB) shall be used as the authorized direct tension indicator. 3. Load -indicator washers per ASTM F959 shall be supplied and installed in accordance with the manufacturer's written procedures. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL STEEL FRAMING SECTION 051200 - 13 4. Tension control bolts shall be supplied and installed providing shearing of the bolt tip in accordance with ASTM F1852 and in accordance with the manufacturer's written procedures. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES SECTION 051250 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Includes: 1. Furnishing Buckling Restrained Braces (BRBs). 2. Engineering design of BRBs and connections to meet the design and performance requirements specified. 3. Qualification of BRBs by uniaxial and sub -assemblage cyclic testing. B. Related Sections: 1. 013300 —Submittal Procedures 2. 014500 — Structural Testing, Inspection, and Quality Assurance 3. 051200 — Structural Steel Framing 1.3 REFERENCE STANDARDS A. General: The latest versions of the publications listed below form a part of this Specification; comply with provisions of these publications except as otherwise shown or specified. B. American Institute of Steel Construction (AISC): 1. AISC 303 Code of Standard Practice for Steel Buildings and Bridges 2. AISC 341 Seismic Provisions for Structural Steel Buildings 3. AISC 360 Specification for Structural Steel Buildings C. American Society for Testing and Materials (ASTM): 1. ASTM A6 Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling and Bars for Structural Use 2. ASTM A36 Specification for Steel 3. ASTM A53 Specification for Pipe, Steel, Black and Hot -Dipped, Zinc Coated, Welded and Seamless 4. ASTM A490 Specification for Steel Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength 5. ASTM A500 Specification for Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes - 6. ASTM A572 High Strength Low -Alloy Columbium -Vanadium Steel 7. ASTM F959 Direct Tension Indicators 8. ASTM F1852 Twist -off Bolts D. American Welding Society (AWS): 1. AWS D1.1 Structural Welding Code — Steel 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES SECTION 051250 - 2 E. Japanese Industrial Standard (JIS): 1. G 3136 SN400 B - Rolled Steels for Building Structure 2. G 3466 STKR 400 - Carbon Steel Square Pipes for General Structural Purposes 1.4 QUALITY ASSURANCE A. Manufacturer Qualifications: Shall have manufactured and successfully tested BRBs in accordance with Article 2.1, "Design and Performance Requirements," prior to opening of bids. B. Design Engineer Qualifications: Structural Engineer, registered in the State where the project is located, that is knowledgeable with the results of cyclic testing of BRBs and experienced in the design of BRBs based on engineering analysis. C. Quality Assurance Plan: The manufacturer shall have a detailed Quality Assurance Plan to evidence that the BRBs being manufactured continue to be the same as those tested. The Plan shall include the following elements: 1. Indicate how the product is to be identified, such that it can be traced back to production quality assurance records. 2. Include a flow chart of the process by which the product is manufactured, including description of production methods. 3. List tests for materials, including the applicable recognized standard for each test and the qualifications of testing agency and/or personnel. 4. Identify manufacturing tolerances for each production process. 5. In -process quality control, including all points of internal inspection for control and monitoring of the fabrication and assembly process. a. Include copies of forms and checklists used to document inspections. b. Include required qualifications of personnel performing each inspection. c. Identify how inspection reports are reviewed and approved. 6. Plan shall also include manufacturer -furnished quality assurance for erection including, at a minimum, attendance at pre -erection conference and a minimum of one visit thereafter to observe installation of BRBs. D. Pre -Erection Conference: Schedule a job conference to review the Structural Documents and to review installation procedures including handling, fit -up and fastening, prior to installation of BRBs. The conference shall be attended by all pertinent parties; at a minimum, the BRB manufacturer, and the steel erector's personnel supervising installation of BRBs, Contractor, Owner's Testing Agency and Structural Engineer. E. Tests and Inspections: Work is subject to special testing and inspection. Refer to Section 01 45 00, "Structural Testing, Inspection, and Quality Assurance." The Fabricator/Erector shall allow the Owner's Testing Agency and the Architect/Engineer access to places where the material is being fabricated/erected. Notice shall be given for joints requiring inspection for proper end preparation, root opening, etc., prior to welding. - 1.5 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." All requested submittals shall be furnished in English language. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES SECTION 051250 - 3 B. One month prior to commencing fabrication of BRBs, submit Qualification Testing Report evidencing manufacturer's compliance with Article 2.1. 1. The Qualification Testing Report shall conform to requirements of Section K3 of AISC 341. 2. Any additional testing required to comply with Section K3 of AISC 341 shall be the responsibility of the brace supplier at no additional cost to the Owner. a. If project -specific testing is required to supplement existing available test data, include a schedule for fabrication and testing of BRB specimens, description of the testing proposed and the name and address of the test facility, and schedule for delivery of the test results. b. Submit a detailed report of differences between BRBs proposed for manufacture for this project and tested braces including but not limited to difference in materials, construction, finishes, tolerances, and manufacturing procedures. C. One month prior to commencing fabrication of BRBs, submit Manufacturer's Quality Assurance Plan. Conform to requirements of Article 1.4, "Quality Assurance." An authorized representative of the manufacturer shall certify the validity of the Plan by signing and dating. D. Preliminary Engineering Design at time of Bid: Refer to Section 2.1 for design requirements. 1. Preliminary Calculations: Provide design calculations showing the adequacy of proposed BRBs and their connections to achieve the Performance Requirements specified herein. 2. Preliminary Design Drawings: For each brace, indicate the information listed in Section 1.6.13. 3. Certification: In accordance with Article 2.1, "Design and Performance Requirements." E. Final Engineering Design at least one month prior to the start of fabrication: Submit final drawings, calculations and certifications that include final brace properties as indicated in Section 1.5.D.2. Refer to Section 2.1 for design requirements. 1. The manufacturer's engineer shall seal final design drawings, calculations and required certification for all BRBs. 2. Submittal shall be accompanied by the results of coupon testing. F. Final Erection Drawings at least one month prior to fabrication: Show location and size of BRBs. Give complete information necessary for fabrication of elements of structural steel frame to receive BRBs and fabrication of connection plates. Show methods of assembly, including type and size of bolts and/or pins, hole diameter, and preparation and finish of faying surfaces. Identify tolerances for fabrication and erection. G. Submit certified material test reports to Owner's Testing Agency for record purposes prior to delivery of BRBs. 1. All steel: Tensile tests and chemical analysis. Include trace elements for steel core plates. 2. Steel Core Plates: a. Coupon test results for each steel plate used in fabrication showing initial yield, ultimate tensile stress, and ultimate elongation. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES SECTION 051250 - 4• Charpy V-Notch testing for plates 2 inches (50 mm) and thicker as required by Section 2.3.A.1. Welding Electrodes: Include tensile, elongation, and CVN toughness tests. Identify diffusible hydrogen. H. Submit Quality Assurance test and inspection reports to Owner's Testing Agency for record purposes prior to delivery of BRBs. 1.6 DEFINITIONS A. Buckling Restrained Brace (BRB): Specialty structural brace element consisting of an axial force resisting steel core encased by a system that prevents buckling of the steel core. B. Required Brace Information: 1. Brace length between brace end connections 2. Size and configuration of steel core for the full length of the brace 3. Length of the yielding core 4. Area of yielding core 5. Yield strength of yielding core 6. Strain hardening adjustment factor 7. Compression strength adjustment factor 8. Brace deformation corresponding to factors above 9. Axial stiffness adjustment factor established between centers of brace end connections 10. Casing size, thickness, and length PART 2 - PRODUCTS 2.1 DESIGN AND PERFORMANCE REQUIREMENTS A. Design Requirements: 2 3 4 5 6 Engage a Structural Engineer, licensed in the State where the project is located, to design BRBs and connections to achieve the Performance Criteria. Design shall be based on detailed examination and understanding of the results of qualifying cyclic tests and interpolation or extrapolation of results to project conditions. For stability calculations, beams, columns, and gussets adjoining the BRB shall be considered. Consider the effect of imposed end rotations corresponding to the design story drift. Brace design shall be consistent with moment -resisting beam to column connections per AISC 341 Section F4.6b. Bracing connections shall be designed for a minimum of 1.1 times the adjusted brace strength in compression as defined by AISC 341. Gusset plates and welds shall be designed per AISC 341 and loads indicated in the Structural Drawings. Casing width is not to exceed the maximum width of connecting columns unless noted otherwise. The casing depth shall be limited as indicated on the Structural Drawings. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES . SECTION 051250 - 5 B. Performance Criteria: 1. Yield strength of steel core shall be as indicated on the Structural Drawings to within the tolerances specified. 2. Axial Stiffness Adjustment Factor, Strain Hardening Adjustment Factor, and Compression Strength Adjustment Factor shall be as indicated on the Structural Drawings to within the tolerances specified. 3. BRBs shall provide for stable cyclic displacement (lengthening and shortening) corresponding to two percent (2.0%) story drift, or two times the maximum story drift indicated on the Structural Drawings, whichever is greater. Frame deformations resulting from gravity loading are to be included per AISC 341. Assume BRB end rotations, equal to story drift, occur in combination with lengthening and shortening. a. Hysteretic behavior in the non -linear range shall show no sign of degradation or loss of strength. b. Test results shall show no signs of pinched hysteretic behavior. 4. The portion of the steel core that projects beyond the casing shall provide for stable cyclic loading at 160 percent (160%) of the initial yield force of the BRB without initiation of fracture. 5. Tension and compression shall be resisted entirely by the steel core. The buckling restraining system shall prevent BRB buckling and control plate buckling without restraining the steel core from transverse expansion and longitudinal shortening for deformations corresponding to the maximum tested displacement and not less than two percent (2.0%) story drift. C. Coupon Tests: Perform coupon tests for each steel plate used in fabrication of steel core areas and provide results showing initial yield, ultimate tensile stress, and ultimate elongation. Coupons shall be taken from plates at point of BRB manufacture and shall be used as the basis for BRB design. D. Qualification Tests: The design of braces shall be based on results from qualifying cyclic tests. Tests shall consist of at least two successful cyclic tests: one is required to be a test of a brace subassemblage that includes brace connection rotation demands and the other may be either a uniaxial or subassemblage test. Qualification tests shall conform to requirements of Section K3 of AISC 341. Qualification tests are permitted to be based on documented full-scale cyclic tests performed for other projects or tests reported in research, provided that the qualification tests meet the similarity requirements of AISC 341 Section K3.3.3c. Extrapolation of previous test results beyond the similarity requirements of Section K3 of AISC 341 shall be subject to a qualified peer review and approval of the authority having jurisdiction. 2.2 ACCEPTABLE MANUFACTURERS A. The following manufacturers, which have successfully completed qualification testing of BRBs similar to those required for the project, will be considered acceptable manufacturers, subject to compliance with other requirements of the Contract Documents, including limitations on maximum BRB dimensions. 1. Nippon Steel Corporation; Tokyo, Japan. 2. STAR Seismic; Park City, UT. 3. Core Brace; West Jordan, UT. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES SECTION 051250 - 6 2.3 MATERIALS A. Steel Core Areas: ASTM A36 or JIS G 3136 SN400 B; except initial yield stress shall be within the tolerances shown on the Contract Documents, as evidenced by coupon testing of plates to be incorporated in work. Plates two inches (50 mm) and thicker shall be supplied with Charpy V-Notch testing in accordance with ASTM A673, Frequency P, or approved equal. The impact test shall meet a minimum average value of 20 ft Ibs absorbed energy at +70 degrees Fahrenheit and shall be conducted in accordance with AISC Specification, or approved equal. B. Casing: 1. ASTM A500, Grade B or JIS G3466 STKR 400. 2. ASTM A53, Grade B. C. Welding Filler Material: Meet or exceed CVN toughness and elongation of material used for fabrication of tested assemblies. Certify conformance with H16 (diffusible hydrogen) limitation per AWS A4.3. D. Shop Primer: Manufacturer's standard zinc -rich rust preventative primer; containing less than 0.002 percent lead. If faying surfaces of slip -critical bolted connections are painted, primer shall meet requirements of the RCSC (Research Council on Structural Connections) for a Class A coating. E. Debonding Agent: Manufacturer's standard; demonstrated suitable to maintain separation of steel core and grout encasement. Fill Material: Manufacturer's standard cementitious grout; demonstrated suitable for function as a confining in -fill material by uniaxial or subassemblage qualification testing. G. Bolts, Nuts, and Washers: 1. ASTM A325 or A490 bolts, ASTM A563 nuts. 2. "Twist Off' Tension Control Bolt/Nut/Washer Assemblies may be used per ASTM F1852 or ASTM F2280. 2.4 FABRICATION A. Fabricate steel in accordance with Section 051200, "Structural Steel Framing." 1. Cut core plates to profile shown on approved Design Drawings. Conform to tolerances of Quality Assurance Manual, except tolerance on plate width shall not exceed plus or minus 0.2 inches (5 mm). 2. Splices in the yielding region of the steel core are not acceptable. 3. Roughness: After cutting, edges of core plates shall have roughness less than the surface roughness to which the tested BRBs were fabricated. Where no documentation is available to verify independently the surface roughness of the tested BRBs, edges of core plates shall have roughness less than 1000 micro -inches. 4. Gouges and Notches: Occasional gouges and notches less than 0.2 inches (5 mm) deep in edges of core plates may be repaired by grinding to a smooth transition. The length of 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES SECTION 051250 - 7 transition shall be a minimum of 10 times the depth of gouge. The area shall be inspected by MT after grinding to ensure the entire depth of gouge has been removed. Deeper gouges shall be cause for rejection of piece. B. The maximum dimensions of the casing of the BRB shall allow for clearance to connection material and adjacent members indicated on the Contract Documents. See also the requirements in Section 1.5.D.1. C. Bolted Connections: All holes for bolted connections shall be manufactured using the same documented process employed in the manufacture of the tested BRBs. Where no documentation is available to verify independently the manufacturing process for holes in tested BRBs, all holes for bolted connections shall be drilled, and burrs removed in accordance with the AISC Code of Standard Practice. D. Pin Connections: All holes for pinned connections shall be machined with a hole tolerance of - 0", +1/32". E. Welding: Continuously weld joints, using procedures intended to minimize distortion. Where cruciform plates are terminated in core, pay particular attention to the detailing and finishing of weld termination; meet or exceed qualification tested assembly as minimum standard. Assembly: Assemble components of the BRB in a manner to ensure proper performance of the BRB. 1. Examine steel core areas for straightness prior to contact with other materials. 2. Provide end -confining plates to ensure confinement of the in -fill material while allowing for unrestricted movement of the steel core. G. Prepare and shop prime unprotected metal surfaces as follows: 1. Hand tool clean (SSPC-3) as minimum surface preparation. 2. Apply paint primer at a minimum dry film thickness of 1 mil. 2.5 SOURCE QUALITY CONTROL A. The Owner's Testing Agency will: 1. Review Manufacturer's Quality Assurance Plan, mill certificates and results of coupon testing. 2. Review Manufacturer's quality assurance test and inspection reports. 3. Observe fabrication and assembly as requested by Owner's Representative. B. The Contractor shall: Notify Owner's Representative no less than 30 days before the start of fabrication of the BRBs, to allow Owner's Representative to observe fabrication and assembly process. Perform testing and inspection in accordance with approved Quality Assurance Plan and requirements of Contract Documents. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL BUCKLING RESTRAINED BRACES SECTION 051250 - & . PART 3 - EXECUTION 3.1 ERECTION A. BRBs shall be erected in accordance with the requirements of Section 05 12 00, "Structural Steel Framing," and as noted herein. The erector shall use positive measures to prevent damage to the BRB in recognition that it is a manufactured item and repairs or replacement shall be performed by the manufacturer. B. Prior to erection, clean faying surfaces of BRB to be in contact with bolted connections to remove temporary coatings applied for transport and surface contaminants. C. BRBs shall not be field cut or altered. Alterations to structural steel components to receive BRBs shall be as permitted by Section 051200, "Structural Steel Framing." D. Field welding (no mechanical fasteners) to the BRB casing for the attachment of non-structural elements shall be approved on a case -by -case basis by the BRB Supplier and Engineer of Record. E. In the event of damage to a BRB, the manufacturer shall be contacted immediately and a written procedure describing the damage and proposed repair submitted to the Structural Engineer, the Manufacturer's Structural Engineer, the Owner's Representative and Owner's Testing Agency. Repairs shall be performed in strict accordance with the approved repairs procedure, under controlled shop conditions unless otherwise specifically approved by the Owner's Representative and the Owner's Testing Agency. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL JOIST FRAMING SECTION 052100 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes the following: 1. Deep Long -span Steel (DLH) joists. 2. Joist accessories. 1.3 DEFINITIONS A. SJI "Specifications": Steel Joist Institute's "Standard Specifications, Load Tables and Weight Tables for Steel Joists and Joist Girders." B. Special Joists: Steel joists or joist girders requiring modification by manufacturer to support nonuniform, unequal, or special loading conditions that invalidate load tables in SJI's "Specifications." 1.4 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide special joists and connections capable of withstanding design loads indicated on the Contract Drawings. B. Design special joists to withstand design loads with live load deflections no greater than the following: 1. Live Load: Vertical deflection of 1/360 of the span. 2. Total Load: Vertical deflection of 1/240 of the span. 1.5 SUBMITTALS A. Product Data: For each type of joist, accessory, and product indicated. B. Shop Drawings: Show layout, designation, number, type, location, and spacings of joists. Include joining and anchorage details, bracing, bridging, joist accessories; splice and connection locations and details; and attachments to other construction. 1. Indicate locations and details of bearing plates to be embedded in other construction. 2. Comprehensive engineering analysis of special joists signed and sealed by the qualified professional engineer responsible for its preparation, licensed in the State of Washington. C. Welding certificates. D. Manufacturer Certificates: Signed by manufacturers certifying that joists comply with requirements. E. Mill Certificates: Signed by bolt manufacturers certifying that bolts comply with requirements. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL STEEL JOIST FRAMING SECTION 052100 - 2 F. Field quality -control test and inspection reports. G. Research/Evaluation Reports: For joists. 1.6 QUALITY ASSURANCE A. Manufacturer Qualifications: A manufacturer certified by SJI to manufacture joists complying with applicable standard specifications and load tables of SJI "Specifications." Manufacturer's responsibilities include providing professional engineering services for designing special joists to comply with performance requirements. B. SJI Specifications: Comply with standard specifications in SJI's "Specifications" that are applicable to types of joists indicated. C. Welding: Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding Code - Steel." 1.7 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle joists as recommended in SJI's "Specifications." B. Protect joists from corrosion, deformation, and other damage during delivery, storage, and handling. PART 2-PRODUCTS 2.1 MATERIALS A. Steel: Comply with SJI's "Specifications" for web and steel -angle chord members. B. Steel Bearing Plates: ASTM A 36/A 36M. C. Carbon -Steel Bolts and Threaded Fasteners: ASTM A 307, Grade A, carbon -steel, hex -head bolts and threaded fasteners; carbon -steel nuts; and flat, unhardened steel washers. 1. Finish: Mechanically deposited zinc coating, ASTM B 695, Class 50. D. High -Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy hex steel structural bolts; ASTM A 563 heavy hex carbon -steel nuts; and ASTM F 436 hardened carbon -steel washers. 1. Finish: Plain. E. Welding Electrodes: Comply with AWS standards. F. Galvanizing Repair Paint: ASTM A 780. 2.2 PRIMERS A. Primer: Shop primer complying with performance requirements in Section 099000. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL s STEEL JOIST FRAMING SECTION 052100 - 3 2.3 LONG -SPAN STEEL JOISTS A. Manufacture steel joists according to "Standard Specifications for Deep Longspan Steel Joists, DLH-Series" in SJI's "Specifications," with steel -angle top- and bottom -chord members; of joist type and end and top -chord arrangements as indicated on the Contract Drawings. Joist Type: DLH-series steel joists. B. Comply with AWS requirements and procedures for shop welding, appearance, quality of welds, and methods used in correcting welding work. C. Do not provide holes in chord members for connecting and securing other construction to joists, unless noted on the Contract Drawings. D. Camber long -span steel joists as indicated. Camber as required to maintain straight joist under dead loads. E. Equip bearing ends of joists with manufacturer's standard beveled ends or sloped shoes. F. Coordinate location and attachment of roof purlins to the joist top chord. See the plans for panel point locations. G. Provide attachment of roof bracing to chords as shown on the Contract Drawings. 2.4 JOIST ACCESSORIES A. Bridging: Provide bridging anchors and number of rows of horizontal or diagonal bridging of material, size, and type required by SJI's "Specifications" for type of joist, chord size, spacing, and span. Furnish additional erection bridging if required for stability. Coordinate the location of joist bridging with the skylight framing shown on the Contract Drawings. B. Supply miscellaneous accessories, including splice plates and bolts required by joist manufacturer to complete joist installation. 2.5 CLEANING AND SHOP PAINTING A. Clean and remove loose scale, heavy rust, and other foreign materials from fabricated joists and accessories by hand -tool cleaning, SSPC-SP 3. B. Apply shop primer to joists and joist accessories to be primed to provide a continuous, dry paint film not less than 1 mil thick per Section 099000. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine supporting substrates, embedded bearing plates, and abutting structural framing for compliance with requirements for installation tolerances and other conditions affecting performance. 1. Proceed with installation only after unsatisfactory conditions have been corrected. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL JOIST FRAMING SECTION 052100 - A. 3.2 INSTALLATION A. Do not install joists until supporting construction is in place and secured. B. Install joists and accessories plumb, square, and true to line; securely fasten to supporting construction according to SJI's "Specifications," joist manufacturer's written recommendations, and requirements in this Section. 1. Before installation, splice joists delivered to Project site in more than one piece. 2. Space, adjust, and align joists accurately in location before permanently fastening. 3. Install temporary bracing and erection bridging, connections, and anchors to ensure that joists are stabilized during construction. 4. Delay rigidly connecting bottom -chord extensions to columns or supports until dead loads have been applied. C. Field weld joists to supporting steel framework. Coordinate welding sequence and procedure with placement of joists. Comply with AWS requirements and procedures for welding, appearance and quality of welds, and methods used in correcting welding work. D. Bolt joists to supporting steel framework using carbon -steel bolts. E. Bolt joists to supporting steel framework using high -strength structural bolts. Comply with RCSC's "Specification for Structural Joints Using ASTM A 325 or ASTM A 490 Bolts" for high - strength structural bolt installation and tightening requirements. F. Install and connect bridging concurrently with joist erection, before construction loads are applied. Anchor ends of bridging lines at top and bottom chords if terminating at walls or beams. 3.3 FIELD QUALITY CONTROL A. Testing Agency: The Owner will engage a qualified independent testing and inspecting agency to inspect field welds and bolted connections and to perform field tests and inspections and prepare test and inspection reports. ' B. Field welds will be visually inspected according to AWS D1.1/D1.1 M. C. In addition to visual inspection, field welds will be tested according to AWS D1.1/D1.1M. D. Bolted connections will be visually inspected. E. High -strength, field -bolted connections will be tested and verified according to procedures in RCSC's "Specification for Structural Joints Using ASTM A 325 or ASTM A 490 Bolts." F. Correct deficiencies in Work that test and inspection reports have indicated are not in compliance with specified requirements. G. Additional testing will be performed to determine compliance of corrected Work with specified requirements. 3.4 REPAIRS AND PROTECTION A. Repair damaged galvanized coatings on galvanized items with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL JOIST FRAMING SECTION 052100 - 5 B. Touchup Painting: After installation, promptly clean, prepare, and prime or reprime field connections, rust spots, and abraded surfaces of prime -painted joists, bearing plates, abutting structural steel, and accessories. Clean and prepare surfaces by power -tool cleaning, SSPC-SP 3. Apply a compatible primer of same type as shop primer used on adjacent surfaces. C. Provide final protection and maintain conditions, in a manner acceptable to manufacturer and installer, that ensure that joists and accessories are without damage or deterioration at time of Substantial Completion. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL DECKING SECTION 053100 -1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Features: 1. Steel Roof Deck 2. Support Framing 3. Connections 4. Accessories B. Related Sections: 1. 013300 — Submittal Procedures 2. 014500 — Structural Testing, Inspection, and Quality Assurance 3. 033000 — Cast -in -Place Concrete 4. 051200 — Structural Steel Framing 1.3 REFERENCE STANDARDS A. General: Comply with the provisions of the latest versions of the publications listed below except as otherwise shown or specified. B. American Iron and Steel Institute (AISI): 1. AISI Specification for the Design of Cold -Formed Steel Structural Members C. American Society for Testing and Materials (ASTM): 1. ASTM A36 Structural Steel 2. ASTM A108 Steel Bars, Carbon, Cold -Finished, Standard Quality 3. ASTM A611 Standard Specification for Structural Steel (SS) Sheet, Carbon, Cold Rolled 4. ASTM A653 Steel Sheet, Zinc Coated (Galvanized) by the Hot -Dip Process 5. ASTM A924 General Requirements for Steel Sheet, Metallic Coated by the Hot - Dip Process D. American Welding Society (AWS): 1. AWS D1.1 Structural Welding Code - Steel 2. AWS D1.3 Structural Welding Code - Sheet Steel E. Steel Deck Institute (SDI): 1. SDI Design Manual for Composite Decks, Floor Decks, and Roof Decks 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT PERMIT SUBMITTAL 012615 STEEL DECKING SECTION 053100 - 2- F. Underwriters' Laboratories (UL) Fire Resistance Manual 1.4 QUALITY ASSURANCE A. Qualification of Erector/Installer: Must have a minimum of 5 years' experience in the installation and/or erection of steel decking and accessories. B. All deck material and connections are to have current ICC-ES Reports. C. Each welder performing work on this project shall be qualified in accordance with the American Welding Society before commencement of welding on this project. Welds are to be performed by Washington Association of Building Officials (WABO) certified welders. D. Unless otherwise noted, the materials of this Section are used as part of an assembly in which fire -resistive construction ratings are required. Demonstrate rated approval by Underwriter's Laboratories, Inc., and the governmental agencies having jurisdiction. E. See Section 014500, "Structural Testing, Inspection, and Quality Assurance," for testing and inspection. F. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section. G. Pre -Construction Conference: Schedule a job conference to review the Structural Documents prior to development of shop drawings. The conference shall be attended by all pertinent parties, which at a minimum is to include the Fabricator, Erector, Contractor, Owner's Testing Agency, and Structural Engineer. 1.5 SUBMITTALS A. Submit the following in accordance with Section 013300, "Submittal Procedures." B. Shop Drawings: Clearly indicate the following: 1. Deck layout and orientation, type' and gage, framing and supports, and unit dimensions and sections 2. Size and location of holes and openings through deck 3. Edge condition details and locations, including type and locations of all closures 4. Additional deck support framing where required 5. Types of welds and weld patterns, including weld washer requirements 6. Types of connection fasteners and locations 7. Location and patterns for button punching 8. Layout of steel shear connector studs 9. Shoring locations, if required C. Manufacturer's Product Data: Clearly indicate all technical information that specifies full compliance with requirements of this Section and contract documents, including manufacturer's published installation recommendations. D. Copies of each welder's qualification records shall be made available to the Architect for inspection. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL DECKING SECTION 053100 - 3 E. Mill Test Reports: Submit mill test reports. Submit ICC-ES Report confirming compliance of steel deck with regulatory fire -resistance requirements. 1.6 HANDLING AND STORAGE A. Handling: Handle and stack all materials carefully in order to prevent deformation or damage. During unloading and hoisting, extra care shall be -given to prevent damage to the ends and sides. Decking shall not be placed in direct contact with the ground. Store deck at a slope to prevent water from ponding. Where the underside of deck is architecturally exposed, it shall be free from visual defects such as scratches, dents, flame cut edges, holes, etc. All damaged deck shall be replaced. B. Damaged Units: The Contractor shall replace damaged deck units that are rejected by the Owner's Testing Agency. All rejected deck shall be immediately removed from the job site. 1.7 JOB CONDITIONS A. General: Conform to all local, state and federal safety regulations, especially where decking is used as planking prior to welding in place. Exercise extreme care so as to prevent decking from blowing off in wind. 1.8 REQUIREMENTS AT EDGE CONDITIONS A. The Contractor shall make specific provisions to provide the necessary framing materials at slab and roof edge conditions. The Contractor shall provide and install all gage metal edge closures where required by the plans and specification and shall coordinate shoring requirements at composite slab edges. The Contractor shall provide and install all structural steel bent plate edge closures or structural steel edge materials and any corresponding bracing or shoring where required by the plans and specifications. B. At edge closures, provide necessary modifications to the edge closure to ensure that shear connector studs can be properly connected to the structural framing. Where possible, weld through the edge closure. Where this is not possible or where an inadequate weld occurs, cut the edge plate at each stud and connect the stud directly to the framing. PART 2-PRODUCTS 2.1 MATERIALS AND COMPONENTS A. Roof Deck: 1. Material: Steel roof deck shall be galvanized steel conforming to ASTM A653 Grade 33 Fy (min) = 33,000 psi with a minimum G90 coating of zinc prior to being formed or ASTM A611 Grade C or D with Fy (min) = 33,000 psi with primed and painted surfaces where specified as being painted per the Architect. Furnish decking of depth, gage, and profile as indicated in drawings with all connections as indicated in the drawings and notes. 2. For deck indicated as part of a fire rated system, furnish decking listed in the UL "Fire Resistance Directory" and bearing the UL label for the system detailed. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL DECKING SECTION 053100 - 4• , B. Connections: Connections shall be as noted on the drawings. Alternate connections, when proposed, shall be determined by the Contractor based on the more stringent of the manufacturer's minimum recommendations for the plan configurations and loading or as specified in the contract documents. Connections designed by the Contractor may be made by any method recommended by the manufacturer, except that button punching of side laps shall not be allowed at roof decks unless indicated specifically as being required per the Structural Plans. Connection materials shall be as follows: 1. Welded Shear Connectors: Shall be Type B in accordance with AWS D1.1 and comply. with ASTM A108, Grade 1015 or 1020; of dimensions complying with AISC specifications and the contract drawings; through deck stud welded shear connectors. Install in such a manner as to provide complete fusion between the end of the stud and structural steel base material. 2. Mechanical Fasteners: Corrosion -resistant, low -velocity, powder -actuated or pneumatically driven carbon -steel fasteners; or self -drilling, self -threading screws. 3. Side -Lap Fasteners: Corrosion -resistant, hexagonal washer head; self -drilling, carbon - steel screws, No. 10 minimum diameter. 4. Welding Materials: Applicable AWS D1.1 and D1.3 type required for materials being welded. 5. Weld Washers: Provide as required per manufacturer's recommendations. C. Support Framing: Where necessary to provide support of the deck at edges of openings and at columns, additional support framing shall be provided by the Contractor per the typical details so that the deck flutes are supported with a minimum 2 inches of bearing. Where no details are provided or are not applicable, the Contractor shall design and provide secondary structural steel framing consisting of ASTM A36 steel to support the deck. The secondary, framing shall satisfy the requirements of Section 051200, "Structural Steel Framing." D. Accessories: At roof and composite floor slab conditions, the Contractor is to design and provide all accessories of types required to complete the installation of steel decking in the system shown, including edge forms, end closures, sump pans, closure strips, cover plates, etc. Finish sheet steel items to match deck. Include the following items: 1. Metal cover plates to close gaps at changes in deck direction, columns, walls, and openings; 20 gage minimum. 2. Continuous sheet metal edging at openings and concrete slab edges, 20 gage minimum or as required per plan. 3. Sealed closures for ends of cells on single -unit decking, 20 gage minimum. 4. Fabricate metal closure strips of 20-gage sheet steel for openings between decking and other construction. Form to provide tight fitting closures at open ends of cells or flutes, sides of decking, and between decking. PART 3 - EXECUTION 3.1 SURFACE CONDITIONS A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the work. Do not proceed until unsatisfactory conditions are corrected. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL DECKING SECTION 053100 - 5 3.2 TOLERANCES A. Unless otherwise noted, edge materials shall be field installed to the minimum tolerances of this Section, Section 01 71 00, "Construction Tolerance," or as required for the installation of the cladding system, whichever is more stringent. 1. Edge Location: ±1 inch from established building working lines. 2. Edge Height: ±1/8 inch from established slab thickness 3.3 - INSTALLATION A. General:, Install decking in accordance with approved shop drawings and manufacturer's recommendations. Where steel deck is to be welded to steel framing with puddle welds or shear studs, the steel framing shall be free of dirt and debris prior to laying the steel deck. Any water in the deck's valley shall be released so it does not become entrapped between the deck and the beam. The deck shall be installed so that the bottom rib is in continuous contact with the steel framing. B. Accurately align and adjust steel panel units in place before permanently fastening. Provide butt end spliced, do not overlap ends of deck. Inaccuracies in alignment or level shall be brought to the attention of the Architect and corrected by the Contractor before steel panels are finally placed. C. Provide proper bearing on support framing of 2-inch minimum to steel and 4-inch minimum to CMU or concrete. Where shear connector studs are used, place deck so that the stud can be placed on top of the framing. If the stud falls within the top of the flute, cut a slot through the deck and provide closure so that fresh concrete will not leak. D. Reinforce openings in accordance with structural framing details and manufacturer's recommended details. E. Connections: After deck has been aligned, provide permanent connections to the support framing with welds, shear connector studs, screw fasteners, or powder driven fasteners as required by the manufacturer or per plan. All closures, edge forms, plates, etc. shall be securely connected to the support framing per the manufacturers recommendations and per plan. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used in correcting work. Use welding washers where recommended by deck manufacturer. G. Furnish shoring as required to maintain position of structures and prevent deflection beyond allowable limits. Ensure construction loads do not exceed deck carrying capacity per manufacturer. Weld only on clean, dry deck surfaces. H. Hanging Loads: Do not hang concentrated loads exceeding 50 pounds from steel roof deck. Loads shall be located no closer than 5'-0" from any adjacent hanging load. See Structural Drawings for other requirements. I. Cleaning: Prior to placement of concrete or other finish materials, the deck shall be cleaned to be free of debris and water. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STEEL DECKING SECTION 053100 - 6, 3.4 REPAIRS AND PROTECTION A. Galvanizing Repairs: Repair galvanized coatings on both surfaces of deck with galvanized repair paint according to ASTM A780 and manufacturer's written instructions at cut edges or locations where coating has been damaged. B. Provide final protection and maintain conditions to ensure that steel deck is without damage or deterioration at time of Substantial Completion. C. Provide protection against concrete splatter or spillage for all materials that would be adversely affected by this occurrence. 3.5 CONSTRUCTION LOADING A. The Contractor shall assume complete responsibility for the loading of composite floor deck due to construction loads. The Contractor shall verify when it is acceptable to place loads on the composite floor deck with the deck supplier, who shall substantiate that the slab deck will not be damaged or have a reduced capacity as a result of the proposed construction loads. B. The Contractor shall be responsible to repair any damage that occurs to the deck due to construction loads. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL METAL FRAMING SECTION 05 40 00 - 1 PART GENERAL 1.1 SUMMARY A. Section includes requirements for cold formed metal framing systems having 14 and 16 gage components. 1.2 SUBMITTALS A. Product Data: Submit manufacturer's product information and installation instructions for each item of light gage framing and accessories. B. Shop Drawings: Stamped by Contractor's Washington Registered Structural Engineer for assemblies and applications not addressed by ICC/ES documentation. 1 Member gages, spacing and sizes. 2. Shop and field assembly details including cuts and connections. 3. Type and location of welds, bolts and fastening devices. 4. Supplemental strapping, bracing, splices, bridging, accessories, and details required for proper installation. 5. Coordination details for related, supported or adjoining work. PART PRODUCTS 2.1 SYSTEM DESCRIPTION A. Design Requirements: For assemblies where complete structural information is not provided in the documents, the final design is Contractor's responsibility. Conform to design intent of the Contract Documents. 1. Structural Properties: Compute in accordance with AISI "Specification for Design of Cold - Formed Steel Structural Members". B. Performance Requirements:: In addition to loads imposed by work to be supported by metal framed assembly resist loading conditions per criteria indicated on S002 and S003 1. Wind Design Pressure: Per IBC Chapter 16 requirements, but not less than 20 PSF. 2. Deflection: Exposed to 1.5 times required total live and dead loads less than 0 360. 2.2 METAL FRAMING A. Manufacturer: Provide products of a manufacturer complying with local/regional materials requirements. Member of Steel Stud Manufacturers' Association and producing ICC-ES certified structural components. B. Provide manufacturer's standard steel runners (tracks), blocking lintels, clip angles, shoes, reinforcements, fasteners, and accessories as recommended by manufacturer for applications indicated, as needed to provide a complete metal framing system for each type of framing required. 1. Fabricate components of ASTM A 1008 structural quality steel sheet; with ASTM A 653 G90 galvanized coating. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL METAL FRAMING SECTION 05 40 00 - 2 C. Metal Framing Components: Member of Steel Stud Manufacturers' Association and producing ICC-ES certified structural components Cold formed, for member sizes, configuration and gage required but in no case less than 16 gage. 1. Studs: ASTM C 955; Manufacturer's standard load -bearing "C"-shaped 14 and 16 gage steel studs of with 1.625" flange and flange return lip unless otherwise indicated; stud size and interval indicated. 2. Tracks: Manufacturer's standard C-shape sections of size indicated, 14 and 16 gage components as indicated. D. Accessories: Self-tapping/driving Fasteners: Types, size, length and thread configuration necessary for each Project application and complying with ICC-ES Report for fastener performance characteristics. Corrosion preventing polymer coated, steel with hex washer head and bonded neoprene gasket, size and length per ICC-ES report and as required for Project specific applications. Organic polymer coating shall have a salt -spray resistance to red rust of more than 800 hours per ASTM B 117. ITW Buildex; Teks Maxiseal with Climaseal finish Textron Inc., Textron Fastening Systems; Elco Dril-Flex with Stalgard finish, or approved. PART 3 EXECUTION 3.1 PREPARATION A. Metal Framing Systems: Approved submittals, ASTM C 1007, and manufacturer's recommendations, unless otherwise indicated. Coordinate installation with supporting structure, deck and slab edges, inserts, imbeds, anchors, supplementary framing, and blocking to develop full strength of metal framing system, and comply with Project requirements. Furnish inserts, and imbeds to other trades for installations well in advance of time needed for coordination with other work. B. Runner Tracks: Continuous sized to match studs, accurately align base and top of studs. 1. Anchors: 24 inches center -to -center spacing for nail or powder -driven fasteners, 16 inches center -to -center for other types, and at corners and ends. Anchor tracks as recommended by manufacturer's for type of construction involved, 2. Provide track gasket to isolate metal framing from concrete slab to prevent corrosion. At fire rated assemblies comply with Section 07840 Firestopping requirements. C. Studs: Plumb, unless otherwise indicated and as needed for diagonal bracing. Secure studs to top and bottom runner tracks at both inside and outside flanges; provide deflection head where shown. Edge -Of- Slab: Provide Drift Clips as specified and as shown on the Drawings. D. Where stud system abuts structural columns or walls, including masonry walls, anchor ends of stiffeners to supporting structure unless otherwise indicated. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL STRUCTURAL METAL FRAMING SECTION 05 40 00 - 3 Openings: Provide double stud at each jamb of openings larger than 2 square feet, except where more than 2 are recommended by manufacturer. Install runner tracks and jack studs above and below wall openings. Anchor tracks to jamb studs with stud shoes or by welding, and space jack studs same as full -height studs of wall. Frame both sides of expansion and control joints, with separate studs; do not bridge the joint with components of stud system. Install horizontal stiffeners in stud system, spaced (vertical distance) at not more than 54 inches on center. Weld at each intersection. E. Fastenings: Provide welds and mechanical fastenings as necessary for assembly type required and to comply with Performance Requirements. Welds: Comply with WABO Standard 27-13 for welder and welding operator performance qualification. Provide weld type and size in locations determined by the Contractor's engineer for assembly type and conditions of service required. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL METAL FABRICATIONS SECTION 05 50 00 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes metal fabrications for vertical ladders, platforms with guards and fall protection. 1.2 SUBMITTALS A. Product Data: Provide as necessary to document material characteristics and when directed as necessary to demonstrate compliance with Contract requirements. B. Shop Drawings: Plans, elevations, structural calculations, field measurements, and details of sections, anchorages and accessories. 1. Engineer's Stamp: Required only for shop drawings and calculations for vertical ladder with fall protection and guard assembly at elevated platforms. 2. Templates: Provide for installation of anchors and bolts. C. Samples: When directed provide samples representing finished materials or fabrications. D. Certificate of welding operator qualification. 1.3 QUALITY ASSURANCE A. Qualifications: 1. Engineer: Licensed professional in State of Washington. 2. Welding Process and Operator: AWS D1.1, D1.2, and D1.3, AWS Code for manual shielded metal -arc welding, and remedial work. 3. Washington: Comply with WABO Standard 27-13 for welder and welding operator performance qualification 4. Fabricator: Participant in the AISC Certification program and is designated an AISC Certified Plant, Category STD; alternative means of demonstrating qualifications for control of appearance in the work including but not limited to work samples may be acceptable as required for Substitutions 1.4 PROJECT CONDITIONS A. Field Measurements: Made prior to preparation of shop drawings, verify dimensions indicated, coordinate fabrication and construction schedules to avoid delay. PART PRODUCTS 2.1 SYSTEM DESCRIPTION A. Design Requirements: Final design and engineering of vertical ladder assembly with fall protection and all necessary appurtenances and guards at elevated platforms shall be provided by the Contractor's Washington Registered Professional Structural Engineer as work of this Section. 214012 COVERED AIRPARK MUSEUM OF FLIGHT PERMIT SUBMITTAL 012615 METAL FABRICATIONS SECTION 05 50 00 - 2 - , 1. Ladder Fall Arrest System: Provide to comply with requirements of this Section a complete positive means of fall arrest complying with WAC 296 Sections 24-810, 296-56 and 155. 2. Guards at Elevated Platforms: Comply with WAC 296-24-75011 Railing, and Toeboards; ASTM E 935; configuration necessary for platform assemblies as indicated. Guard attachments and supports shall not impose loads for which the platforms have not been design to support. a. Deflection: Less than G/ 360 at 1.5 times required total live and dead loads. 3. Fall Arrest Anchors: Capable of withstanding the forces specified in WAC Chapter 296- 155 Part C-1 and required safety factor of four 2.2 MATERIALS A. Steel: Smooth, free of surface blemishes, pitting, seam marks, roller marks, and rolled trade names, Class, Grade, coatings and finish as indicated, unless otherwise required. 1. Plates, Shapes and Bars: ASTM A 36. 2. Bar Grating: MBG 531. 3. Tubing: Cold formed, ASTM A 500; hot rolled, ASTM A 501. 4. Structural Sheet: Hot -rolled, ASTM A 1011; cold -rolled ASTM A 1008, Grade A. 5. Pipe: ASTM A 53; Schedule 40, Type and grade required for design loading, and fabrication process; black.finish. B. Fasteners: Type, grade and class required, same metal as material fastened, except provide stainless steel fasteners for aluminum connections. Provide ASTM B 633 Class Fe/Zn 5 fasteners for exterior use, and fasteners in exterior walls except where stainless steel is required. 1. Steel Bolts and Nuts: ASTM A 307, Grade A, hexagon head, ASTM A 563. 2. Lag Bolts: ASME B18.2.1. 3. Machine Screws: ASME B18.6.3 4. Anchor Bolts: ASTM F 1554, Grade 36, galvanized where required. 5. Plain Washers: ASME 18.22.1, carbon steel, round. 6. Lock Washers: ASME B18.21.1, carbon steel, helical spring. 7. Self-tapping/driving Screws: Provide fastener types, size, length and thread configuration necessary for each Project application and complying with ICC-ES Report for fastener performance characteristics a. Corrosion Resistance: Organic polymer coating or approved having a salt -spray resistance to red rust of more than 800 hours per ASTM B 117. ITW Buildex; Teks Maxiseal with Climaseal finish, Textron Inc., Textron Fastening Systems; Elco Dril- Flex with Stalgard finish, or approved. 2.3 FABRICATION A. Shop Assembly: Required, minimize field assembly, disassemble only as necessary due to limitations of shipping and handling; mark units for reassembly and installation. B. Material Size and Thickness: As indicated, and required for strength and durability in finished product for use intended. Use structural steel shapes, plates and bars, unless otherwise required. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL METAL FABRICATIONS SECTION 05 50 00 - 3 C. Form Work true to line and level with accurate angles and surfaces and straight sharp edges. Radius exposed edges approximately 1/32 inch unless otherwise indicated. Form bent -metal corners to smallest radius possible without grain separation. D. Weld corners, joints, and seams continuously. Comply with AWS standards. Grind exposed welds smooth, and flush; match adjoining surfaces. 1. Mechanical Joints: Tight abutting surfaces with flush transition between them, uniform in profile and appearance. 2. Exposed Fasteners: Countersunk and contoured for heads to be flush to adjacent surface when installed; provide Phillips, Allen or tamper resistant heads as directed. 3. Joints Exposed to Weather: Resistant to intrusion of water. Provide water -tight continuously welded joints unless otherwise required. Weep and ventilate assemblies that are not water -tight in a manner that will limit water penetration and prevent entrapment of water within the assembly. E. Ladders: Unless otherwise indicated and as necessary to serve elevated platforms and roof access; comply with ANSI A14.3 Safety requirements for fixed ladders. Rungs: Center in side rail, plug weld, and grind rail face smooth; provide non -slip surface on top of rung. Support: Top, bottom, and at 5 feet on -center interval. Coordainte desing and fabrication work to accommodate require fall aresst system; ladder cage is not acceptable in -lieu of fall arrest system. F. Elevated Platforms: Provide working and walking surfaces as indicated; coordinate for application of Contractor designed hand and guardrail assemblies, required safety features to resist all live and dead loads as required Metal Grate Platform: ANSI/NAAMM MBG 531 Provide in configuration necessary for locations indicated on A413 and coordinated with support assembly work of this Section. G. Guards: Provide fabrications complying with System Description requirements for elevated platforms indicated indicated on A170 adjacent to roof access scuttle Joints: Butt -weld, weld with internal connectors, cope, and miter as indicated Bends and Curves: Uniform, maintain constant pipe cross-section free of deformation throughout bend. Form by bending pipe in jigs and with prefabricated fittings. Toe Boards: 1/8 inch plate 4 inches high, center between and weld to each railing post, unless otherwise indicated. H. Fall Arrest Tie -Offs: Provide in locations and configuration indicated; welded steel tube assembly, galvanized after fabrication, in configurations indicated and to comply with referenced regulations. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL METAL FABRICATIONS SECTION 05 50 00 - 4 , 2.4 SHOP APPLIED COATINGS A. Hot -Dip Galvanizing: Per ASTM A 123 Coating Grade 100; provide on members exposed to weather, including but not limited to members in masonry cavity walls. Galvanized Components Exposed to View: Comply with ASTM A 384 control warp and other distortion of galvanized components. Galvanizing tank shall be of sufficient size to allow member to be fully coated in one immersion. Prepare galvanized components required to be painted as necessary to ensure the formation of a durable paint film; B. Coordinate with work of Section 09 91 00 for required field -applied coatings remove bond - inhibiting surface contaminants and similar surface conditions imparted as a result of shop fabrication processes. PART 3 EXECUTION 3.1 EXAMINATION A. Installer shall examine conditions for installation of Work, and notify Contractor of conditions detrimental to proper and timely completion. Do not proceed until unsatisfactory conditions are corrected. Start of installation interpreted as installer's acceptance of conditions. Coordinate work of this Section with field conditions to ensure proper fit with actual constructed assemblies. Provide clearances necessary for proper operation of moving parts and equipment and as necessary for servicing and maintenance of adjacent work. 3.2 INSTALLATION A. Set Work accurately in location, and elevation; align, plumb, level, true and free of rack, measured from established lines and levels. Cut, drill, and fit as necessary for required installation. Brace, support, and anchor Work during installation as necessary. B. Align connections accurately, form tight hairline joints. Unless otherwise required, weld connections which could not be shop welded due to shipping limitations. Grind exposed joints smooth and touch-up shop finish. Do not weld, cut or abrade units intended for bolted, and screwed field connections. C. Properly secure Work to in -place construction, use lead expansion shields for anchors in masonry and concrete walls. Provide flanges, collars, and sleeves to conceal joints, and as required. Use concealed anchors unless otherwise indicated. D. Install Work in accordance with product manufacturer's recommendations unless otherwise indicated. Fit rails, guards, and gratings around building structure, mechanical systems, and permanent obstructions. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL . 0 THERMOPLASTIC MEMBRANE ROOFING SECTION 07 54 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes requirements for weather -tight, mechanically attached, single ply thermoplastic membrane roofing system. 1.2 ADMINISTRATIVE REQUIREMENTS A. Preinstallation Conference: Coordinate work of this Section with all other aspects of roof construction interfacing or affecting the membrane roof assembly for proactive coordination of work sequence, and to prevent delay due to seasonal weather conditions affecting the Work. B. Sequence and Schedule Work to prevent exposure of installed membrane to construction traffic and minimize exposure to ultra -violet radiation. Complete installation in each area without interruption, including allowances for weather. 1.3 SUBMITTALS A. Contractor shall provide certification from the roof manufacturer that submittal information and Project installation details have been reviewed and approved by the roof membrane manufacturer, and the proposed materials and roof system qualifies for the required warranty and which will be provided by the manufacturer per the Field Quality Control requirements. B. Product Data: Required for each product to be incorporated into the Work. Provide complete information for the assembly type required. 1. Sample of Warranty complying with Project requirements. 2. Wind Performance: Test results demonstrating compliance with SPRI Wind Load Design Guide for the required installation. C. Shop Drawings: Roof configuration, sheet layout and seaming; detail perimeter, flashing, penetrations, layout of Traffic Path, and special conditions. 1. Demonstrate coordination of roof insulation for required slopes including crickets; annotate insulation plan with thickness and actual slope in fractional inches per foot. 2. Provide annotated roof plans indicating the following. a. Design wind pressure for the specified ANSI/SPRI performance requirements at field and perimeter of roof. b. Fastener type, length, location and penetration required for compliance with System Description requirements for each application including but not limited to attachment of, cover board and membrane and anchor pattern. c. Membrane seams and seaming methods (machine or hand welding). 3. Flashings at roof edge termination and penetrations. D. Construction staging and installation drawings documenting protection of roof assembly components from damage by construction traffic subsequent to installation. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL THERMOPLASTIC MEMBRANE ROOFING SECTION 07 54 00 - 2 - . E. Quality Assurance Submittals: Compliance with fire and wind resistance performance capacities, field pull test results for fasteners, 1. Installer Qualifications, project history and manufacturer's certification. 2. Field Reports of membrane manufacturer's representative. 3. FM Global Plan Review Acceptance Letter; submit required documents to (written documents) FM Global Attn: Plan Review: 601 108 Avenue NE, Suite 1400, Bellevue, WA 98004; (electronic documents) ENGSanFran ciscoPlanReview(c)-fmglobal. com a. FM RoofNav Contractor Package and completed Checklist for Roofing System FM Global from X2688 and per the attached sample. 1.4 QUALITY ASSURANCE A. The membrane roof to be incorporated in to the Work shall be produced directly by the roof manufacturer named in this specification. Manufacture of the membrane by a licensee or any party other than the named manufacturer is not acceptable. Accessories and ancillary components used in the Work shall be produced or approved by the roof membrane manufacturer and included in the terms of the specified warranty. B. Manufacturer's Field Quality Control Agent: Possess expert knowledge of the products being used including preparation, installation and warranty requirements. Shall have authority to certify to the Contractor that roofing installation qualifies with the manufacturer's requirements for the Project Warranty specified. C. Contractor's Installer: National Roofing Contractors Association NRCA member firm, having not less than ten years successful experience with installation of roofing system similar to that required for the Project and certified as a Firestone Master Contractor or Carlisle ESP (Excellence in Single -Ply) contractor. 1. Previous Project Experience: Document three installations completed more than 2 years prior to issuance of the Contract Documents utilizing components of the proposed manufacturer that are comparable to those required for the Work, and similar in scope and complexity. Provide complete contact information, warranty and maintenance history for the installation and demonstrate in-service performance complies with original requirements for the work. 2. Superintendent for work of this Section: Have minimum of five years experience with thermoplastic roofing systems, the past three with this firm and possessing expert knowledge of the roofing system required for this Project. The Superintendent shall have direct responsibility for compliance of the work with Project requirements and be on -site at all times the work is in progress. D. Related Work, Including (but not limited to) vapor retarders, insulation, flashing and counter - flashing, expansion joints, and joint sealers: Assigned to Installer of membrane roofing for single point of responsibility and warranty. 1.5 FIELD CONDITIONS A. Prevailing and forecast weather conditions within Manufacturer's recommended extremes, and warranty requirements. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL THERMOPLASTIC MEMBRANE ROOFING SECTION 07 54 00 - 3 B. Where Schedule and sequence for the Work result in roof installation occurring when seasonal weather conditions do not comply with the roofing manufacturer's recommendations for the specified assembly provide temporary measures necessary to establish compliant conditions and alternative materials suited to the prevailing conditions at no additional cost to the Owner. 1.6 WARRANTY A. Total Roof Assembly Warranty: For all components of the insulated roof membrane assembly above the structural roof deck. Provide written warranty acceptable to the Owner and signed by the roof membrane manufacturer, installer and the Contractor. No dollar limit, providing for repair and replacement of roofing assembly and components that fail to remain weather -tight, comply with Contract requirements, deteriorates in excess of manufacturer's representations, or is otherwise determined to be defective, for a period of 20 years. Wind Rider: Attached to the Roof Warranty providing supplemental coverage for roofing failure due to wind up to and including wind speed of 72 miles per hour. B. Installer Warranty: For all components of the insulated roof membrane assembly above the structural roof deck. In addition to the Total Roof Assembly Warranty provide a warranty against defective workmanship and providing for correction of work that fails to remain watertight and comply with requirements of this Section for two years. PART PRODUCTS 2.1 SYSTEM DESCRIPTION A. Design Requirements: Products complying with Project requirements, and produced or approved by manufacturer of primary roofing materials as a sole source. Materials and systems requirements establish minimums only; provide design enhancements and accessories as necessary for the Work to qualify for the warranty required by this specification regardless of whether they are otherwise identified in the Contract Documents and without additional cost to the Owner. 1. All components attached to the metal deck shall comply with the Performance Requirements specified in this Section. 2. Provide complete assembly complying with referenced Factory Mutual Data Sheet requirements, Data Sheets 1-54 Roof Loads for New Construction, 1-29 Roof Deck Securement and Above -Deck Roof Components and 1-49 Perimeter Flashing. B. Performance Requirements: Provide a water -tight fully weather -resistant insulated single -ply membrane roof assembly complying with Factory Mutual Data Sheet 1-28 Design Wind Loads and the following. 1. Live Loads: Comply with criteria in the General Structural notes on S002 for all forces acting on the building and membrane roof assembly. Roof assembly shall be certified by independent testing agency to resist uplift pressure calculated according to ASCE 7 with a safety factor not less than 1.15. 2. Factory Mutual FM 1-60 approval and as otherwise required. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL THERMOPLASTIC MEMBRANE ROOFING SECTION 07 54 00 - 4 ' 2.2 MANUFACTURERS A. Roofing System: Based on products of a single manufacturer. Subject to compliance with Project requirements products of Firestone, and Carlisle are acceptable. 2.3 MATERIALS A. Roof Membrane: Product of one manufacturer. Accessories and Other Materials Incorporated Into Complete Roof Assembly: Compatible with membrane, and acceptable to membrane manufacturer. B. TPO Roof Membrane: ASTM D 6878, polyester reinforced thermo plastic roof membrane 80 mils thick minimum, not less than 30 mils coverage over reinforcing scrim and having the specified performance characteristics. 1. Breaking and Tear Strength, ASTM D 751: 490 Ibf., and 150 Ibf. respectively. 2. Weather Resistance: Pass ASTM G 151 and G 154. 3. Brittleness Test, ASTM D 2137: Pass @ -40 C. 4. Ozone Resistance, ASTM D 1149: No cracks; seven days at 100 degrees F. 5. Heat Aging, ASTM D 573: Break 225 Ibf; 28 days at 212 degree F (100 degree C). 6. Puncture Resistance: Federal Test Method 101 C method 2031; 415 Ibf. 7. Membrane Seaming: Lapped per manufacturer specifications and continuously heat welded. 8. Solar Reflectance: ASTM E 903, or C 1549 initial rating of 0.84. 9. Solar Emittance: ASTM C 1371 or E 408, initial rating of 0.83. C. Rigid Mineral Fiber Board: FM 4470 approval; ASTM C 612 Type IV Roxul TopRock DD compatible with required membrane roof assembly. Provide tapered units in thickness necessary for positive slope to drainage as required but not less than necessary to achieve a minimum 1 percent slope D. Accessories: Products of or recommended by membrane manufacturer. 1. Cant Strips, Tapered Edge Strips, Flashing and Accessories: As recommended by manufacturer for installation required. 2. Membrane Flashing : Field membrane sheet or accessory product as necessary for warranty requirements and per membrane manufacturer's recommended best practices. a. Provide prefabricated components for roof penetrations, inside and outside corners and similar details. b. Provide metal components with factory -applied thermoplastic membrane for welded joining with other membrane components. C. Edge Termination Flashing: Pass ANSI/SPRI ES-1 premanufactured with factory applied TPO margin for field integration with overall roof membrane as required 3. Mechanical Fasteners: Metal plates, caps, battens, fasteners, and accessories, for substrates indicated, complying with performance requirements, and recommended by membrane manufacturer. 4. Roof Underlayment and Protection Board: Complies with FM 4470 for use in roofing assembly. 0.5 inch thick rigid boards recommended by the membrane roof manufacturer for the installation required and eligible for the specified Project warranty. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL ` THERMOPLASTIC MEMBRANE ROOFING SECTION 07 54 00 - 5 PART 3 EXECUTION 3.1 EXAMINATION A. Installer shall verify that coordination, and required sequencing of the Work have been provided, and that conditions comply with requirements, and are acceptable for installation of membrane roof system including insulation, flashing and related accessories. Provide written statement of unacceptable conditions to Contractor for correction. Comply with requirements of this Section and Section 07 62 00 for sheet metal flashing. B. Do not proceed with installation until the Work has been properly coordinated, and noncompliant, and unacceptable conditions have been corrected. Start of work by installer will be interpreted as Installer acceptance of conditions. 3.2 PREPARATION A. Substrate For Roof Membrane: Sound, uniform surface, sloped where indicated, free of projections, depressions, and contaminants that could impair optimum service of installed roof assembly. Comply with membrane manufacturer's recommendations for substrate preparation, including priming. 1. Contractor shall review installation areas with Manufacturer's Field Quality Control Agent, installer and Owner, and comply with Quality Control Agent's directives for corrections to installation areas. 2. For roof installations installed directly on metal roof deck provide continuous underlayment mechanically attached to the metal deck at intervals to comply with specified performance requirements. B. Complete installation of cant strips, nailers, flashings, and accessory items as shown, and as recommended by manufacturer even though not shown. Inspect blocking, keyways and all other anchorage components not installed as work of this Section and confirm they have been secured to the structure with corrosion resistant fasteners and to withstand the required wind loads and pressures. 3.3 INSTALLATION A. An aesthetically pleasing overall appearance of the finished roof application is required for both torch and fluid -applied installations. Adopt means and methods and work processes to ensure uniformity in appearance of the completed work. Dress seams and other areas where surfacing has been abraded with application of granules to match cap sheet. B. Provide continuous layer of underlayment throughout roof area, trim to openings, penetrations and terminations for roof configuration required. Secure to roof deck per manufacturer's recommendations and to comply with Warranty and Performance Requirements C. Tapered Insulation: Coordinate with installation of roof membrane and roof configuration and details; provide minimum 1 percent slope. 1. Mechanically attach insulation per system and performance requirements. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL THERMOPLASTIC MEMBRANE ROOFING SECTION 07 54 00 - 6 ' D. Membrane: Commence installation in presence of manufacturer's technical representative; comply with requirements, and membrane manufacturer's recommendations. Mechanically attach membrane per manufacturer's procedures and to conform to Performance Requirements. 1. Membrane Seaming System: Manufacturer's standard for lapped heat -welded joints. 2. Provide required edge terminations membrane and sheet metal flashing assemblies for each type of penetration in the required configuration. Sheet metal work shall comply with Section 07 62 00 requirements. E. Remove scrap materials debris and supplies during the course of the work. Give particular attention to debris and materials (such as anchors and plates) that could damage the roof membrane. Maintain roof drains free of debris throughout the roof installation, and verify their condition when the work is complete. F. Limit construction traffic to those routes documented on approved Construction staging and installation drawing. Protect membrane components and installed assembly from damage due to construction traffic and activities until time of final acceptance. 3.4 FIELD QUALITY CONTROL A. The Contractor shall be responsible for ensuring that the roofing materials manufacturer's Field Quality Control Agent is present at the Project for the following milestones as a minimum. Required Site Visits: Pre -Installation Conference, review of installation conditions, start of roofing work and at completion of roofing work. Manufacturer's agent shall also visit the site not less than 3 times while roofing work is actively in progress without prior notice to the Contractor and at such intervals that they have observed and inspected execution of typical terminations at low and high parapet walls and penetrations. At completion of the work contractor shall provide manufacturer's certification that the work of this Section complies with all of the manufacturer's warranty requirements and has been installed in accordance with manufacturer's accepted practices. Contractor shall notify the Architect of any exclusion and exceptions in this certification and provide corrective work to eliminate each exclusion and exception at no additional cost to the Owner. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL FLASHING AND SHEET METAL WORK SECTION 07 62 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes requirements for custom fabrications of sheet metal gutters, leaders and flashings for the Work. B. References: Sheet Metal and Air Conditioning Contractors National Association (SMACNA) Architectural Sheet Metal Manual; comply with recommended material weights and details except where Project requirements are more stringent. 1.2 ADMINISTRATIVE REQUIREMENTS A. Preinstallation Meeting: QAs required for work of Section 07 54 00 B. Sequencing: Coordinate work of this Section with work of assemblies where flashing is required as necessary to achieve an integrated installation complying with performance requirements for the Work. 1.3 SUBMITTALS A. Product Data: Required for each material, manufactured product, and accessory to be incorporated into the Work. B. Samples: 1. Sheet Stock: Three pieces, one square foot of each material and gage to be incorporated into the Work. 2. Formed Gutter and Leader Sample: Full size sample 10 inches in length of two piece cornice coping in profile required for the final work. C. Shop Drawings: Pan layout for all work, details of typical joints, seams, and anchorage. Provide large scale details for each profile required and showing sheathing, blocking, and support for completed assemblies as installed. D. Mock -Up: As directed and as necessary to demonstrate each type of joinery, seam, and anchorage to be used in the Work. 1.4 WARRANTY 1. Warranty for Flashing in Roof Assembly: Written warranty for flashing and sheet metal work incorporated in to the roof assembly against all defects in materials and workmanship and complying with the conditions and term required for the work of Section 07 54 00. PART PRODUCTS 2.1 SYSTEM DESCRIPTION A. Design Requirements: Comply with recommended practices of NRCA Roofing and Waterproofing Manual and SMACNA Architectural Sheetmetal Manual. 1. Gutters: SMACNA Architectural Sheetmetal Manual Hanging Gutter Installation in profile and configuration required. 214012 COVERED AIRPARK MUSEUM OF FLIGHT PERMIT SUBMITTAL 012615 FLASHING AND SHEET METAL WORK SECTION 07 62 00 - 2 B. Performance Requirements: Provide metal fabrications, anchors and ancillary supports necessary to ensure the structural integrity of sheet metal work such that it remains free from damage, deformation and deflection exceeding allowable tolerances when subject to specified load criteria. 1. Structural Performance: Accommodate the loads and stresses per criteria in the General Structural notes on S002 with neither permanent deformation nor a reduction in weatherproof performance. a. Temperature Range: Accommodate thermal movement and stress for temperature differential of 20 degrees to 160 degrees 2.2 MATERIALS A. Prefinished Coated Sheet Steel: Licensed member manufacturer of the Galvalume® Sheet Producers of North America, and conforming to ASTM Specification A792. 24 gage sheet steel, with 55 percent Aluminum -Zinc Alloy -Coated by the Hot -Dip Process; AZ55 ( 0.55 oz/sq. ft.) coating weight. B. Steel Sheet: ASTM A 792, 22 gage AZ55 Zinc -aluminum coating 2.3 ACCESSORIES A. Cleats: Fabricated of coated sheet steel; metal gage and configuration shall comply with SMACNA or NRCA standards for the assembly types required. B. Fasteners, anchors, and accessories: -Galvanically compatible with metal fastened; provide stainless steel for stainless steel flashing. Provide anchor size and type necessary for installation required. C. Provide clips, anchors, and accessories in sizes necessary and as required for installation of Work; compatible with material installed. 1. Provide snap -lock reglets and interlocking flashing components as required for terminations at roof assembly. D. Solder: ASTM B 32, tin -lead, 50 - 50 rosin flux, except 60 - 40 acid -chloride flux for non -tinned stainless steel. C. Joint Sealers: Dow 790 Silicone Building Sealant, or approved. Provide manufacturer's optimum product for each type of application, joint geometry, and bond surface required. 2.4 FABRICATION A. Shop -fabricate Work to greatest extent possible; form to lines, levels, profiles and substrates indicated. Comply with details shown, SMACNA Architectural Sheet Metal Manual, and material manufacturer's recommendations. Prevent oil -canning, buckling, and tool marks; fold exposed edges back to form hems. 1. Differential Movement, Expansion, and Contraction: Accommodated to provide optimal performance; provide weatherproof and water -tight joints of design acceptable to Architect; provide for proper installation of elastomeric sealant. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL FLASHING AND SHEET METAL WORK SECTION 07 62 00 - 3 2. Gutter and Rain Leader: Provide water tight joints and accommodate movement within required temperature range at intervals recommended by SMACNA. Coordinate gutter assembly with down spouts for leak -free performance B. Factory Applied Finish: Comply with AAMA 2605 performance criteria; utilizing 70 percent PVDF Fluoropolymer or aliphatic polyurethane polymers and qualifying for the specified Warranty. Provide uniform appearance in color, gloss, and thickness. Apply to stock prior to fabrication unless otherwise acceptable. Color and Gloss: Selected by Architect from manufacturer standard range of color options. PART 3 EXECUTION 3.1 INSTALLATION A. Integrate flashing into each of the assemblies in which it is required so as to provide effective control of moisture entering or otherwise occurring in the assembly. Collect the moisture and conduct it to the exterior for drainage without adverse effect on the performance and durability of the assembly. Ensure continuity among flashing within different assemblies and provide a fully integrated system for the exterior of the building. Coordinate with work of Section 07 54 00 for membrane roofing. B. Install work true to established lines and levels; anchor in place; permanently watertight and weatherproof. Use concealed fasteners, and provide for thermal movement. Comply with SMACNA Architectural Sheet Metal Manual, and manufacturer's recommendations. 1. Provide cleats and other anchors for sheet metal at intervals recommended by referenced Standards and as necessary to comply with performance requirements; moving seams shall have sufficient overlap to prevent water intrusion, but not less than three inches. 2. Provide continuous support for sheetmetal fabrications of this Section; Coordinate with supporting structure. Ensure effective anchorage of cleats and other attachments. C. Isolate galvanically active metals, and corrosive substrates. Use slip sheet, underlayment, and bituminous coating where indicated, and as necessary to provide effective separation. 1. Place building paper under steel, and copper flashings. 2. Provide effective drainage of concealed cavities. D. Clean exposed metal surfaces, removing substances which might cause corrosion of metal or deterioration of finishes. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL ROOF ACCESSORIES SECTION 07 72 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes requirements for roof hatch. 1.2 SUBMITTALS A. Product Data: Required for each material, manufactured product, and accessory to be incorporated into the Work. C. Shop Drawings: Project specific installation details demonstrating coordination with roofing work and existing building conditions. 1. Demonstrate coordination of roof penetrations for work of this Section with membrane roofing work of Section 07 54 00. PART PRODUCTS 2.1 MANUFCATURED COMPONENTS A. Roof Hatch: Bilco Company Ladder Access Hatch similar to Type E 50T, fully gasketed, single -leaf type, counter balanced with automatic hold -open. 1. Guardrail: Comply with System Description requirements, provide manufacturer's integrated assembly design to attach via the scuttle curb without violating warranty provisions. Provide protection on all open sides per referecend regulations and operable gate on approach side. 2. Ladder -up Pole: Automatically extending and locking . Operation shall be coordinated with motorized function required for scuttle. Bilco LU-2. PART 3 EXECUTION 3.1 INSTALLATION A. Anchor units to meet performance requirements, and as necessary for in-service conditions. Allow for movement due to thermal stress, wind and seismic loads. Seal flanges in a thick bed of roofing cement, unless otherwise required. B. Cap Flashing: Provide waterproof overlap with roof counter flashing. Seal with thick bead of mastic sealant, except where overlap is indicated to be left open for ventilation. C. Test, and adjust for proper operation. Clean and lubricate joints and hardware. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PLASTIC GLAZED SKYLIGHTS SECTION 08 63 13 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes requirements for metal framed plastic glazed skylight system. 1.2 ADMINISTRATIVE REQUIREMENTS A. Pre -Installation Conference: As required for work of Section 07 54 00. 1.3 SUBMITTALS A. Product Data: Required for each material, manufactured product, and accessory to be incorporated into the Work. B. Samples: Finished as required for Project; two frame sections 12 inches long, and one glazed corner section 12 by 12 inches incorporating curb anchors and other necessary fasteners, corner section will be returned. C Certificates: Demonstrate compliance with requirements. D. Shop Drawings: Stamped by Washington registered Engineer. Plans, sections, and details of joints, anchors, and flashing; analysis of stress points due to live loads, and thermal stress. Annotate modifications of manufacturer's standard systems necessary to comply with requirements; document field measurements and tolerances. 1.4 QUALITY ASSURANCE A. Manufacturer and Installer: Licensed by the composite glazing panel manufacturer to provide skylights glazed with their panels. Firm shall act as a single source of supply for work of this Section. Firm shall have ten years successful experience as a manufacturer, and installer of composite panel skylight assembly required for work of this Section as demonstrated by the required certification. - B. Certificates: ICC — ES documenting compliance with Acceptance Criteria for glazing 1.5 PROJECT CONDITIONS A. Field Measurements: Frame openings to receive skylights prior to fabrication. Avoid delay of Project, where measurements cannot be made in required sequence provide erection tolerance corresponding with tolerances for work adjoining skylights. Give written notice to Contractor of unsatisfactory tolerances, and tolerances that exceed requirements. 1.6 WARRANTY A. Warranty: Manufacturer's comprehensive two year warranty except a 10 year term for the following. 1. Glazing: ASTM D 1003 when compared to original values change in light transmission less than 6 percent, and color shift not exceed 10 on yellowness index. 2. No delamination of panels affecting appearance, performance or structural integrity of the panel or the daylighting system, including but not limited to operation of integrated light control baffles. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PLASTIC GLAZED SKYLIGHTS SECTION 08 63 13 - 2 1 PART PRODUCTS 2.1 SYSTEM DESCRIPTION A. Design Requirements: Provide complete engineering and design for skylight glazing panel, and skylight frame in the size and configuration indicated for load and span conditions required complete with anchors, inserts, flashings, and accessories. Weep closed sections, and glazing panels. Provide controlled collection of water occurring within the assembly and drain to exterior at elevation above apron'flashing. B. Performance Requirements: 1. Live Loads and Dynamic Forces: Comply with criteria on S002 and requirements of WAC 51-50). 2. Water Penetration: None at inward pressure of 8 pound force per square foot. 3. Deflection Limit: No failure nor permanent set under required loads. 4. Thermal Movement: Accommodate movement generated by a temperature differential of 120 degrees, for a temperature range of 40 to 160 degrees Fahrenheit. 2.2 MANUFACTURED COMPONENTS A. Skylight Frames: Manufacturer's aluminum extrusions of sizes, profiles and configuration required for plastic glazed skylight assemblies required. Shop assemble, and glaze work to the greatest degree possible, disassemble only as necessary for shipment and installation; minimize field cutting, splicing, sealing and finishing. Provide manufacturer standard finish system in color and gloss selected by Architect from the standard range of options. B. Plastic Glazing: CPI Daylighting 2.75 inch Quadwall insulating panels in 644/581 White and - Clear Matte with 18 percent light transmission. 1. Battens: Manufacturer's type and configuration as necessary for required skylight spans and performance characteristics 2. Panel thickness 2.75 inches. Limit panel deflection to L/100. C. Provide accessory components necessary and required for complete, weathertight installation complying with specified requirements regardless of whether indicated or not, including but not limited to the following. 1. Concrete and Masonry Inserts: Comply with requirements of Section 05500. 2. Fire Safing: Comply with requirements of Section 07200. 3. Gaskets: 50-Durometer extruded Santoprene or as recommended by manufacturer mechanically interlocked into the skylight rafter bar and cap extrusions to provide setting surface and waterproof seal against both surfaces of the panels and the glass. 4. Joint Linings, and Bearing Pads: Fluorocarbon resin sheets in sizes and thickness recommended by manufacturer to prevent freeze-up of moving joints, and bearing points. 214012 COVERED AIRPARK . 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PLASTIC GLAZED SKYLIGHTS SECTION 08 63 13 - 3 PART 3 EXECUTION 3.1 EXAMINATION A. Verify concrete curbs and assemblies supporting skylights have been coordinate correctly and are ready for skylight installation. Verify coordination with roof assembly, flashing and other weatherproofing components. 3.2 INSTALLATION A. Install work weathertight, level, plumb, and true, uniform in appearance, with tight joints, sealant reveals, and features indicated; permanently anchor to structure with galvanically compatible, noncorrosive components to comply with performance requirements, and permit necessary movements. 1. Prevent damage to skylight during installation. Use erection equipment and sequence that will not damage skylight, nor compromise performance, of installed work including glazing and finishes. 2. Provide protection to prevent damage to adjacent materials, and other Work during skylight installation. B. Do not install irregular, damaged, nor defective material, glazing exhibiting edge damage, and material with damaged finishes; do not damage appearance, nor performance of component parts, and skylight assembly due to field fabrication and installation. 1. Alteration of Component Parts: Performed in shop, replace components that can not be returned to shop for refabrication. C. Provide concealed gaskets, sealants, fillers, pads and sleeves for permanently weathertight assembly, unrestrained at joints intended to accommodate thermal and deflection movements. 1. Prevent corrosion between galvanically active components, and incompatible materials. 2. Comply with requirements of Section 07900 for sealers. D. Keep weeps, gutters, and cavities clean, and free of debris; remove debris as work progresses, use temporary closures to prevent accumulation. Clean skylight including glazing, remove excess glazing and sealing compound, dirt, and other substances. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL GYPSUM BOARD SECTION 09 21 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes requirements for exterior gypsum sheathing boards and accessories for a complete installation. B. Related Sections: _ 1. Section 05 40 00 Structural Metal Framing. C. Definitions: ASTM C 11. 1.2 SUBMITTALS A. Product Data: Submit manufacturer's product data for cementitious materials, lath, metal support components, and accessories. 1.3 QUALITY ASSURANCE A. Delivery, Storage and Handling: GA-216, GA-800. PART PRODUCTS 2.1 MATERIALS A. Exterior Gypsum Sheathing: ASTM C 1177, Type X silicone treated core with glass fiber facings and manufacturer's standard edges 0.5 inch thick; G-P Dens Glass Gold Exterior Guard, USG, CertainTeed or approved. B. Joint Tape, and Compound: ASTM C 475; type recommended by the manufacturer for the application indicated, except as otherwise indicated. 1. Joint Compound: Chemical curing exterior grade. C. Finishing Components: ASTM C 1047; Standard types as required; galvanized steel with either knurled and perforated or expanded flanges for stapling, beaded for concealment of flanges in joint compound. D. Screws for Exterior Sheathing: Corrosion preventing polymer coated, steel with hex washer head and bonded neoprene gasket, size and length per ICC-ES report and as required for Project specific applications. Organic polymer coating shall have a salt -spray resistance to red rust of more than 800 hours per ASTM B 117. ITW Buildex; Teks Maxiseal with Climaseal finish Textron Inc., Textron Fastening Systems; Elco Dril-Flex with Stalgard finish, or approved. PART 3 EXECUTION 3.1 INSTALLATION A. Metal Framing: Comply with requirements of Section 05 40 00. 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL GYPSUM BOARD SECTION 09 21 00 - 2 - B. Gypsum Sheathing Board: ASTM C 840, GA201 and GA 216; Face side out, joints tightly butted, plumb, level and square; shim as necessary to maintain required tolerances. Do not use damaged boards. Cover both faces of partition frame including concealed spaces, except in reinforced chase walls. In concealed areas scraps 8 square feet and larger may be used , unless otherwise necessary for performance requirements. C. End Joints: Minimum number possible, locate exposed joints away from center of walls and ceilings; stagger not -less -than one foot in alternate courses. Install wall and partition boards with long edges vertical; stairwells, and high walls with long edge horizontal, and end joints staggered over supports, unless otherwise acceptable. D. Locate edge or end joint over supports; stagger vertical joints over different studs on opposite faces of partitions. Attach gypsum board to supplementary framing and blocking; provide supplementary support at corners, openings, cutouts, and penetrations. Reinforcing may be omitted where control joints are required. Abut like edges; tapered edges against tapered edges and cut ends against cut ends. Do not place tapered edges against cut edges or ends. E. Trim and Accessories: Provide edge trim, and corner beads on exposed edges of gypsum base; types indicated, and as required. Fasten to substrate as recommended by manufacturer; where feasible, use same fasteners required for gypsum board, otherwise, nail or staple. Embed face flange in joint compound, unless semi -finishing type indicated; L-type trim where work is tightly abutted to other work; kerf-type where work is kerfed to receive long leg of L-type trim; U-type where edge is exposed, revealed, gasketed, or sealant -filled. F. Fill and prepare butt -joints, edges, accessory flanges, penetrations, fastener heads, surface defects, and as necessary for final finish; prefill open joints, and rounded or beveled edges. Tape joints between gypsum boards, except where trim accessories are indicated. Apply joint compound in 3 coats; omit third coat on concealed work. 3.2 TOLERANCES A. Exposed joints, including control joints and sealant joints at openings: Straight, plum and regular. Limit variation in width to 1/8 inch total in 10 feet; variation from plumb 0.125 inch in 8 feet; variation from location indicated plus or minus 0.125 inch. Unless otherwise required, dap unexposed face of boards to accommodate mounting hardware, brackets and other miscellaneous work as necessary to maintain tolerances. B. Variation of board surface from plum and level: Plus or minus 0.25 inch in any 4 foot by 8 foot panel or section. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PAINTING SECTION 09 90 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes requirements for field applied primers and finish coatings on interior and exterior substrates throughout the Project. Work is in addition to shop -priming, painting and surface treatment specified in other Sections. B. Work Not Included: 1. Shop priming and finishing. 2. Concealed surfaces, shafts, chases and generally inaccessible spaces, unless otherwise indicated. 3. Surfaces indicated to have natural finish. 4. Operating Parts: Moving parts of operating units, mechanical and electrical equipment, and sensing devices. 1.2 SUBMITTALS A. Product Data: Submit manufacturer's technical information including paint label analysis and application instructions for each material proposed for use; include a neutral grey gloss indicator. B. Samples: Prior To Ordering Paint: Two samples on 12 in. by 12 in. hardboard for Architect's review of color, sheen and texture. Submit new samples until acceptable appearance achieved. 1. Confirm color of paint mixed for job matches previous samples, submit a second set of draw -downs, revise paint color as directed by Architect until satisfactory match achieved. 1.4 QUALITY ASSURANCE A. Sole Source: Provide primers and paint produced by same manufacturer for each paint system. B. Coordination of Work: Ensure compatibility of total coatings systems for various undercoats and substrates. C. Do not paint over code -required labels, such as Underwriters' Laboratories and Factory Mutual, nor equipment identification, performance rating, name, and nomenclature plates. 1.5 DELIVERY AND STORAGE A. Deliver materials to job site in original, new and unopened packages and containers bearing manufacturer's name and label. B. Store materials not in actual use in tightly covered containers. Maintain materials, containers and storage area in clean, orderly condition. Prevent exposure of materials to temperature extremes C. Prevent the occurrence health and fire hazards due to storage, and use of paints. 214012 COVERED AIRPARK MUSEUM OF FLIGHT PERMIT SUBMITTAL 012615 PAINTING SECTION 09 90 00 - 2 ' 1.6 PROJECT CONDITIONS A. Environmental Conditions: Unless otherwise permitted by paint manufacturer's printed instructions, relative humidity below 85 percent, and ambient temperature and temperature of surface to be painted within the following limits: 1. Water Based: 50 degrees F (10 degrees C) and 90 degrees F (32 degrees C). 2. Solvent Based: 45 degrees F (7 degrees C) and 95 degrees F (35 degrees C). B. Do not apply paint during precipitation and inclement weather unless surfaces to be painted are enclosed and maintained heated within specified temperature and humidity limits. C. Control ambient conditions to prevent contamination of paint film, and damage due to subsequent construction activities. 1.7 MAINTENANCE A. Extra Materials: 3 percent of each finish paint and color used in Work. Deliver to Owner and store as directed. PART PRODUCTS 2.1 MANUFACTURERS A. Manufacturer: Subject to compliance with requirements, provide products of one of the following: 1. Benjamin Moore 2. Rodda Paint Co. 3. Sherwin-Williams. 4. Tnemec PART 3 EXECUTION 3.1 EXAMINATION A. Verification of Conditions: Report conditions detrimental to proper and timely completion of work to General Contractor for correction. Beginning of work will be interpreted as applicator's acceptance of surfaces and conditions within any particular area. 1. Provide written notice of problems anticipated with any of the specified coating systems. 2. Spaces shall be broom clean and surfaces free of foreign matter. 3. Moisture Tests: ASTM D4263. B. Previously Painted Work: Provide barrier coat and additional finish coats as necessary to cover existing finish . New work of contrasting color may not adequately hide existing paint without three or more coats of paint. Provide number of coats as necessary for required uniformity of appearance and dry film thickness. 214012 COVERED AIRPARK MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL PAINTING SECTION 09 90 00 - 3 3.2 PREPARATION A. Protection: Covers and sacrificial coatings necessary to prevent damage to substrates, finish work, furniture and equipment due to painting and finishing. Remove temporary protection provided by others for protection of their work, after completion of painting operations. Provide "Wet Paint" signs as required to protect newly -painted finishes. B. Surface Preparation: Comply with Oregon Council PDCA, and paint manufacturer's instructions, for each substrate condition. Provide barrier coats over incompatible substrates and primers. Submit written notice of possible incompatibility of coating system and substrate. 1. Remove hardware, accessories, machined surfaces, plates, lighting fixtures, and items in - place and not to be finish -painted, or provide surface -applied protection prior to surface preparation and painting operations. Reinstall after paintings is complete. 2. Clean surfaces before applying paint and surface treatments; provide cleaning agents and preparatory Work, acid etching, solvent washing and mechanical cleaning appropriate for each substrate. Remove dirt, contaminants and conditions detrimental to the formation of a durable paint film. 3. Previously coated surfaces, remove poorly bonded and friable coatings and deteriorated portions of substrate, including but not limited to oxidized metal and rotted wood, to expose sound substrate, Sand areas where coatings have been remove to establish a maximum amplitude of 5 mils abrupt change in surface profile. 4. Repair damaged shop primers and base coats specified in other Sections, including galvanizing. 5. Establish sufficient amplitude in substrate profile to ensure optimum mechanical bond of each coat of paint applied, but so as to alter the texture and appearance of the final finish. C. Gypsum Sheathing: Rake cracks, scratches and abrasions. Fill with thin layers of patching plaster or joint cement as appropriate. Sand smooth, do not raise "nap" of wallboard paper. D. Metals: SSPC-3 hand tool cleaning and as otherwise necessary to comply with recommendations of high performance paint system manufacturer for substrate conditions and types encountered in the Work. 3.3 MATERIALS PREPARATION A. Mix, prepare, and thin painting materials in accordance with manufacturer's directions; within recommended limits. B. Maintain containers used in mixing and application of paint in a clean condition, free of foreign materials and residue. C. Stir materials before application to produce a mixture of uniform density, and stir as required during application. Do not stir surface film into material; remove film and, if necessary, strain material before using. 3.4 APPLICATION A. Comply with manufacturer's recommendations.for application of paint; apply at recommended spreading rate. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PAINTING SECTION 09 90 00 - 4 ' B. Paint Film: Uniform color, appearance, and dry film thickness; including edges, corners, crevices, welds, and exposed fasteners. Uniform, color, appearance and coverage, free of cloudiness, spotting, laps, brush marks, runs, sags, ropiness and surface imperfections C. Provide the specified high performance paint system on all work to be field finished including but not necessarily limited to steel structure, metal joists and miscellaneous metal fabrications. Provide specified paint system for metal decking and gypsum sheathing boards. 3.5 FIELD QUALITY CONTROL A. Owner may invoke the following material testing procedure at any time, and any number of times during the course of the Work: 1. Sampling of paint products by an independent testing laboratory. 2. Test samples for compliance with requirements and performance characteristics set by the specified products. B. Where test results indicate the material does not comply with specified requirements, Contractor may be directed to stop painting work, and remove non -complying material; pay for testing; and replace non -compliant work, including removal of material from substrate. C. Number of coats specified for paint systems in the Paint Materials Schedule is a minimum. Provide additional coats as necessary to provide a durable coating complying with application and appearance requirements. 3.6 CLEAN-UP AND PROTECTION A. Clean -Up: During progress of work, remove from site discarded paint materials, rubbish, cans and rags at end of each work day. 1. Upon completion of painting work, clean window glass and other paint -spattered surfaces. 2. Remove spattered paint by proper methods of washing and scraping, using care not to scratch or otherwise damage finished surfaces. B. At completion of work of other trades restore all damaged and soiled painted surfaces. 3.7 PAINT MATERIALS SCHEDULE A. High Performance Paint System: One coat of primer with top coating of 1 to 2 coats of finish paint as necessary to achieve uniform appearance and as required by paint manufacturer's field technical representative for the required performance warranty. Prime Paint: Tnemec 394 Perimeprime; Sherwin-Williams Corothane I Mio-Zinc; Devoe Cathcoat 302H; Carboline Carbozinc 859.. Finish Paint:: Tnemec Endura-Shield Series 73; Sherwin-Williams Hi -Solids Polyurethane 100; Devoe Devthane 359 DTM; Carboline Carbothane 3359 DTM. B. Gypsum Sheathing: Two finish coats over primer. Prime Coat: Universal enamel latex primer; provide heavy body material where necessary due to substrate characteristics. Finish Coat: Exterior grade 100 percent acrylic latex. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PAINTING SECTION 09 90 00 - 5 C. Metal Decking: Provide primer as required and two finish coats . 1. Primer, Barrier Coat and Other Surface Preparation: Provide as necessary for a durable bond of required finish coating on the various substrate materials and conditions encountered in the Work. 2. Finish Coats:100 grams per liter maximum VOC; S-W Waterborne Acrylic Dryfall Eg-Shel B42W2, BM/COR: SuperKote 5000 Latex Dry Fall 110 Line or Glidden Professional 1482 Waterborne Dry Fall. Rodda 513801 Acrylic Dryfall 102 VOC g/l. END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL FIRE EXTINGUISHERS AND CABINETS SECTION 10 44 13 - 1 PART GENERAL 1.1 SUMMARY A. Section Includes Fire extinguishers, extinguisher cabinets and mounting brackets. B. Performance Requirements: UL listed and labeled extinguishers for type, rating, and classification of extinguisher indicated. Provide Factory Mutual approved extinguishers where necessary for Owner's insurance purposes. 1. Extinguisher Size, Number and Location: Conform to recommendations in NFPA 10. 2. Extinguisher Types and Capacity: Conform to UL classification and rating system. 1.2 SUBMITTALS A. Product Data: Submit for each extinguisher and cabinet type required. Shop Drawings: Dimensions and details showing mounting methods, relationships of box and trim to surrounding construction, door hardware, cabinet type and materials, trim style and door construction, and panel style and materials. Verify fire extinguisher cabinets are sized to accommodate fire extinguishers of type and capacity indicated and cabinet style required can be accommodated within the wall type indicated. PART PRODUCTS 2.1 MANUFACTURERS A. Subject to compliance with requirements, provide products of one of the following: Amerex Corp., Sentry, Ansul, Kidde, Master Protection Enterprises and Potter -Roemer. 2.2 MANUFACTURED UNITS A. Multi -Purpose Dry Chemical Type: UL-rated 4-A:60-B:C, 10 lb. nominal capacity, in enameled steel container. B. Provide manufacturer's standard brackets designed to prevent accidental dislodgement of extinguisher, of sizes required for type and capacity of extinguisher indicated, in manufacturer's standard plated finish. C. Cabinets: Steel box, trim, door and frame as required; sized for extinguishers types and capacities required. 1. Surface mounted. Factory applied finish on cabinet surfaces that will remain exposed to view when installed, color selected by Architect from manufacturer's complete range of standard options. 2. Door Style: Solid panel. a. Door Hardware: Surface mounted door pull requiring no hand articulation to operate, and continuous piano hinge permitting 180 degree opening satin anodized finish. Provide forcible break -free lock, Lasen-Loc or approved. b. Labels: Contrasting block letters on door panel complying with requirements of regulatory authorities and 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL FIRE EXTINGUISHERS AND CABINETS SECTION 10 44 13 - 2 ' D. Fabrication: Weld all joints and grind smooth, miter and weld perimeter frames and doors. E. Finish: 1. Cabinet: Manufacturer's standard shop applied baked enamel finish system in color required. Finish concealed and exposed surfaces of cabinet components. a. Color: Custom, match Architect's sample. 2. Hardware: Clear satin anodized. 3. Labels: Contrasting block letters complying with requirements of regulatory authorities and Owner's insurance requirements. 4. Protect finished components from damage during shipping and handling. PART 3 EXECUTION 3.1 INSTALLATION A. Provide fire extinguishers for each extinguisher cabinet at the locations indicated. B. Install items secured to structure, square and plumb at locations and heights indicated, where not indicated, in locations directed and at heights to comply with applicable regulations of governing authorities. - END OF SECTION 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 1 PART1 GENERAL 1.1 SUMMARY A. Section includes: Requirements for excavation, filling, grading, preparation of subgrade, imported material, trenching, backfilling, compaction and testing. 1.2 RELATED SECTIONS A. Section 01 33 00, "Submittal Procedures" 1.3 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Association of State Highway and Transportation Officials (AASHTO): AASHTO T 26 Method of Test for Quality Water to be Used in Concrete C. American Concrete Institute (ACI): 1. ACI 229 (2005) Controlled Low -Strength Materials D. American Society For Testing And Materials (ASTM): 1. ASTM C 33 (1993) Concrete Aggregates 2. ASTM C 94 (1996) Ready -Mixed Concrete 3. ASTM C 150 (1997) Portland Cement 4. ASTM C 260 (1995) Air -Entraining Admixture for Concrete 5. ASTM C 494 (1990) Chemical Admixtures for Concrete 6. ASTM C 618 (1997) Coal Fly Ash and Raw or Calcimined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete 7. ASTM D 698 (1991) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-Ibf/ft (600 kN-m/m)) 8. ASTM D 1556 (1990) Density and Unit Weight of Soil in Place by the Sand -Cone Method 9. ASTM D 1557 (1991) Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/ft (2,700 kN-m/m)) 10. ASTM D 2487 (1993) Classification of Soils for Engineering Purposes (Unified Soil Classification System) 11. ASTM D 3786 (1987) Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics - Diaphragm Bursting Strength Tester Method 12. ASTM D 4253 (1993) Maximum Index Density of Soils Using a Vibratory Table 13. ASTM D 4254 (1991) Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density 14. ASTM D 4355 (1992) Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon -Arc Type Apparatus) 15. ASTM D 4491 (1992) Water Permeability of Geotextiles by Permittivity 16. ASTM D 4533 (1991) Trapezoid Tearing Strength of Geotextiles 17. ASTM D 4632 (1991) Grab Breaking Load and Elongation of Geotextiles 18. ASTM D 4759 (1988; R 1992) Determining the Specification Conformance of Geosynthetics 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 2 19. ASTM D 4833 (1988) Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products 20. ASTM D 6938 (2008) Standard Test Method for In -Place Density and Water Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth) E. Code of Federal Regulations (CFR) 29 CFR 1910 Occupational Safety and Health Standards 29 CFR 1926 Occupational Safety and Health Regulations for Construction F. Corps of Engineers (COE) COE EM-385-1-1 (1992) Safety and Health Requirements Manual G. Washington State Department of Transportation (WSDOT): SS-1 (2014) Standard Specifications for Road, Bridge, and Municipal Construction 1.4 QUALITY ASSURANCE A. Perform all excavation work in accordance with all applicable requirements of governing authorities and applicable rules and regulations of 29 CFR 1926 and 29 CFR 1929. 1.5 DEFINITIONS A. Backfill: A specified material used in refilling a cut, trench, or other excavation, placed at a specified degree of compaction. B. Capillary Break: A layer of clean, poorly graded crushed rock; stone, or natural sand or gravel having a high porosity which is placed beneath a building slab with or without a vapor barrier to cut off the capillary flow of pore water to the area immediately below the slab. C. Cohesive Materials: Cohesive materials include materials classified by ASTM D 2487 as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesive only when the fines have a plasticity index greater than zero. D. Cohesionless Materials: Cohesionless materials include materials classified by ASTM D 2487 as GW, GP, SW, and SP. Materials classified as GM and SM will be identified as cohesionless only when the fines have a plasticity index of zero. E. Compaction: The process of mechanically stabilizing a material by increasing its density at a controlled moisture condition. "Degree of Compaction" is expressed as a percentage of the maximum density obtained by the test procedure described in ASTM D 698 or ASTM D 1557 for general soil types or ASTM D 4253 and ASTM D 4254 (Relative Density) for isolated cohesionless materials, abbreviated in this specification as "XX percent ASTM D 1557 maximum density." F. Structural Fill: A specified soil mix or gradation of materials constructed to attain maximum bearing strength and minimize consolidation or differential settlement under a load. G. Embankment: A "fill' having a top that is higher than adjoining ground. H. Excavation: The removal of soil, rock, or hard material to obtain a specified depth or elevation. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 3 Fill: Specified material placed at a specified degree of compaction to obtain an indicated grade or elevation. Hard Material: Weathered rock, dense consolidated deposits or conglomerate materials, (excluding manmade materials such as concrete) which are not included in the definition of "rock" but which usually require the use of heavy excavation equipment with ripper teeth or the use of jack hammers for removal. K. In Situ Soil: Existing in place soil. Lift: A layer (or course) of soil placed on top of a previously prepared or placed soil. M. Rock: Solid, homogeneous, interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement, exceeding 1 cubic yard in volume. Removal of "hard material" will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production. N. Soil: The surface material of the earth's crust resulting from the chemical and mechanical weathering of rock and organic material. O. Subgrade: The material in excavation (cuts) and fills (embankments) immediately below any subbase, base, pavement, or other improvement. Also, as a secondary definition, the level below which work above is referenced. P. Topsoil: In natural or undisturbed soil formations, the fine-grained, weathered material on the surface or directly below any loose or partially decomposed organic matter. Topsoil may be a dark -colored, fine, silty, or sandy material with a high content of well decomposed organic matter, often containing traces of the parent rock material. Q. Unsatisfactory Material: Existing, in situ soil or other material which can be identified as having insufficient strength characteristics or stability to carry intended loads in fill or embankment without excessive consolidation or loss of stability. Materials classified as PT, OH, or OL by ASTM D 2487 are unsatisfactory. Unsatisfactory materials also include man-made fills, refuse, frozen material, uncompacted backfills from previous construction, unsound rock or soil lenses, or other deleterious or objectionable material. R. Unsuitable Material: Existing, in -situ materials classified as ML or MH by ASTM D 2487. S. Working Platform: A layer of compacted crushed rock or natural stone that replaces the in situ soil to provide a stable, uniform bearing foundation for construction equipment to facilitate further site construction. 1.6 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." 1. Grain size distribution test results from the supplier for all imported materials including but not limited to structural fill, capillary break, drainage backfill, and pipe bedding. The supplier's test results shall be no more than 6 months old. 2. Mix design for controlled density fill. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT I PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 4 ' 1.7 REGULATORY REQUIREMENTS A. Materials and workmanship specified herein with reference to SS-1 State Standard shall be in accordance with the referenced articles, sections and paragraphs of the standard except that measurement and payment provisions do not apply. Where the term "Engineer" is used, it shall mean "Owner's Representative." Where the term "State" is used it shall mean "Owner." 1.8 DELIVERY AND STORAGE A. Deliver and store materials in a manner to prevent contamination or segregation. 1.9 SITE CONDITIONS A. Dewatering Plan: Base on site surface and subsurface conditions and available soils and hydrological data. B. Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Contact the utility companies for location(s) of their utilities. Perform work adjacent to privately owned utilities in accordance with procedures outlined by the utility company. Excavation made with power -driven equipment is not permitted within 2 feet of known utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work as affected by the contract excavation until approval for backfill is granted by the Owner's Representative. PART PRODUCTS 2.1 SOIL MATERIALS A. All imported materials for drainage backfill, structural fill, pipe bedding, and capillary break shall be provided by a WSDOT approved source for the material specified. All imported material shall be clean and free of contamination. B. Provide materials free from debris, roots, wood, scrap materials, vegetable matter, refuse or frozen material. Maximum particle size permitted is 3 inches. C. Structural Fill: 1. Dry Weather: "Common Borrow" meeting the requirements of Section 9-03.14(3) of SS-1. Common borrow will be suitable for use as structural fill during dry weather conditions only. 2. Wet Weather: "Gravel Borrow: meeting the requirements of Section 9-03.14(1) of SS-1 except that no more than 5 percent shall pass the No. 200 sieve. D. Fill and Backfill: Provide fill as specified in this section or indicated on the drawings. Soft, spongy, highly plastic, or otherwise unstable material is prohibited. On -site materials may be suitable for use as fill. This material shall meet the requirements of the specified material and only be used during dry weather and only if specified densities can be achieved, and as approved by the Owner's Representative. Provide imported materials if on -site materials are not suitable. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 5 E. Working Platform: Material and thicknesses of working platform for support of construction equipment shall be at the discretion of the construction contractor. The gradation and placement of such material shall not create large void spaces upon which overlying work is indicated to be placed. F. Drainage Backfill: "Gravel Backfill for Drains" meeting the requirements of Section 9-03.12(4) of SS-1. G. Capillary Break: SS-1, Section 9-03.12(4)C, AASHTO Grading No. 57. H. Trench Backfill: Provide structural fill as specified in this section or indicated on the drawings. Soft, spongy, highly plastic, or otherwise unstable material is prohibited. On -site materials may be suitable for use as trench backfill. On -site material shall only be used if specified densities can be achieved, and as approved by the Owner's Representative. Pipe Bedding: "Gravel Backfill for Pipe Zone Bedding" meeting the requirements of Section 9-03.12(3) of SS-1. 2.2 CONTROLLED DENSITY FILL (CDF) A. Controlled density fill (CDF), also known as Controlled Low Strength Materials (CLSM) is a self compacting, cementitious, flowable material requiring no subsequent vibration or tamping to achieve consolidation. CDF shall be mixed in accordance with ASTM C 229 by a ready -mix concrete producer. CDF shall have a minimum 28-day strength of 50 psi and a maximum 28-day strength of 300 psi. The CDF consistency shall be flowable (approximate slump 3 to 10 inches). Controlled density fill (CDF) shall be placed where indicated or approved by the Owner's Representative prior to being used as fill or backfill material. 2.3 BURIED WARNING AND IDENTIFICATION TAPE A. Polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3-inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil. Warning Tape Color Codes: a. Red: Electric b. Orange: Telephone and Other Communications c. Blue: Water Systems d. Green: Sewer Systems (Storm and Sanitary) 2. Acid and alkali -resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1,500.psi lengthwise, and 1,250 psi crosswise, with a maximum 350 percent elongation. 2.4 BURIED DETECTION WIRE A. Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG. 214012 COVERED AIRPARK . 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 6 PART 3 EXECUTION 3.1 PROTECTION A. Shoring: Provide shoring where required. In addition to Section 25 A and B of COE EM-385- 1-1, and other requirements of this contract meet the following: 1. Prevent undermining of pavements, foundations and slabs. 2. Slope banks where space permits. 3. Where shoring and sheeting materials remain in place in completed work to prevent settlements or damage to adjacent structures or as directed, backfill the excavation to 3 feet below the finished grade and remove the remaining exposed portion of the shoring before completing the backfill. B. Drainage and Dewatering: Plan for and provide the structures, equipment, and construction for the collection and disposal of surface and subsurface water encountered in the course of construction. 1. Drainage: Dispose of surface water which may accumulate in open excavations, unfinished fills, or other low areas. Remove water by trenching where approved, pumping, or other methods to prevent softening of exposed surfaces. Surface dewatering plan shall include rerouting of any storm water runoff or natural drainage if necessary and shall comply with requirements specified in Section 01 57 13, "Temporary Erosion and Sediment Control." 2. Dewatering: a. Groundwater flowing toward or into excavations shall be controlled to prevent sloughing or excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. French drains, sumps, ditches or trenches will not be permitted within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Control measures shall be taken by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, he water level shall_ be maintained continuously, at least 1 foot below the working level. b. Operate the dewatering system until construction work below existing water levels is complete. Measure and record the performance of the dewatering system at the same time each day by use of observation wells and piezometers installed in conjunction with the dewatering system. Have a back-up pump and system available for immediate use. See Section 01 57 13, "Temporary Erosion and Sediment Control," for additional requirements. C. Protection and Restoration of Surfaces: Protect newly graded areas from traffic, erosion, and settlements. Repair and reestablish damaged or eroded slopes, elevations or grades and restore surface construction prior to acceptance. Protect existing streams, ditches and storm drain inlets from water -borne soil by means of straw bale dikes or filter fabric dams as indicated. Conduct work in accordance with requirements specified in Section 01 57 13, "Temporary Erosion and Sediment Control." D. Disposal of Excavated Material: Dispose of clean excavated material in such a manner that it will not obstruct the flow of runoff, streams, endanger a partly finished structure, impair the efficiency or appearance of facilities, or be detrimental to the completed work. 3.2 SURFACE PREPARATION A. Clearing and Grubbing: Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and vegetation and other items that would interfere with construction operations within the limit 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 7 of work. Remove stumps entirely. Grub out matted roots and roots over 2 inches in diameter to at least 18 inches below existing surface. B. Stripping of Unsatisfactory and Organic Material: Remove organic matter, sod, muck, rubbish, and unsuitable soils under embankments and under pavements, slabs on grade, and all areas indicated to have new grading. Typical depth of removal of such material shall be 6 to 12 inches. 3.3 EXCAVATION A. Excavate to contours and dimensions indicated. Keep excavations free from water while construction is in progress. Notify the Owner's Representative immediately in writing in the event that it becomes necessary to remove rock, hard material, or contaminated material defined as unsatisfactory to a depth greater than indicated. Refill excavations cut below the depths indicated with general or structural fill and compact as specified herein. Excavate soil disturbed or weakened by construction operations or soils soften from exposure to weather. Refill with structural fill and compact as specified herein. B. Excavations for Structures and Pavements: Excavate existing remediation soil material beneath the building and pavements as indicated and replace with structural fill. C. Shoring: Shore excavations as required. D. Blasting will not be permitted. 3.4 TRENCHING A. Keep excavations free from water while construction is in progress. Notify the Owner's Representative immediately in writing if it becomes necessary to remove rock or hard, unstable, or otherwise unsatisfactory material to a depth greater than indicated. Make trench sides as nearly vertical as practicable except where sloping of sides is allowed. Sides of trenches shall not be sloped from the bottom of the trench up to the elevation of the top of the pipe, conduit, or duct. Excavate ledge rock, boulders, and other unyielding material to an overdepth at least 6 inches and a maximum of 2 feet below the bottom of the pipe, conduit, duct, and appurtenances unless otherwise indicated or specified. As required, place a minimum thickness of 12 inches of structural fill topped by bedding materials to stabilize the bottom of the excavation. Blasting will not be permitted. Overexcavate soft, loose, organic and unsuitable material a minimum of 2 feet below the pipe invert elevation and replace with trench backfill material. Use bedding material placed in 6-inch maximum layers to refill overdepths to the proper grade. At the Contractor's option, the excavations may be cut to an overdepth of not less than 8 inches and refilled to required grade as specified. Grade bottom of trenches accurately to provide uniform bearing and support for each section of pipe, conduit, duct, or structure on undisturbed soil, or bedding material as indicated or specified at every point along its entire length except for portions where it is necessary to excavate for bell holes and for making proper joints. Dig bell holes and depressions for joints after trench has been graded. Dimension of bell holes shall be as required for properly making the particular type of joint to ensure that the bell does not bear on the bottom of the excavation. Trench dimensions shall be as indicated or specified. B. Shoring: Shore excavations as required to prevent injury to persons and damage to structures. Arrange shoring to preclude injurious caving during removal. Obtain approval from the Owner's Representative prior to removing shoring or bracing in excavations adjacent to structural elements. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 8 1 3.5 BEDDING A. Of materials and depths as indicated or specified for utility lines and utility structures. Place bedding in 6-inch maximum loose lifts. Provide uniform and continuous support for each section of structure except at bell holes or depressions necessary for making proper joints. Bring up evenly on each side and along the full length of the pipe, conduit, duct or structure. Ensure that no damage is done to the utility or its protective coating. Ensure that the material placed is tamped firmly under pipe haunches. 3.6 BURIED WARNING AND IDENTIFICATION TAPE A. Install tape in accordance with manufacturer's recommendations except as modified herein. Bury tape at the depth indicated. 3.7 BURIED DETECTION WIRE A. Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of pipe. The wire shall extend continuously and unbroken, from structure to structure. The ends of the wire shall terminate inside the structure at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole or catch basin. The wire shall remain insulated over its entire length. 3.8 BORROW MATERIALS A. Select borrow materials to meet requirements and conditions of the particular fill materials to be used. Obtain borrow materials from approved sources off the project site. 3.9 FILLING AND BACKFILLING A. Subgrade Preparation: 1. Subgrade Proofrolling: After stripping and removal of topsoil or other overburden, proofroll the existing subgrade with at least two passes of a minimum 15-ton vibratory roller or fully loaded, 10 cubic yard dump truck. Operate the roller or truck in a systematic manner to assure the number of passes over all areas, and at speeds between 2.5 and 3.5 miles per hour. Proofrolling shall be done in the presence of the Owner's Representative. 2. Perform proof rolling only when weather conditions permit. Do not proof roll wet or saturated subgrades. If subgrade soils are to wet to proof roll, then probing shall be used to evaluate the subgrade. Materials degraded by proof rolling a wet or saturated subgrade shall be replaced by the Contractor as directed by the Owner's Representative at no cost to the Owner. Notify the Owner's Representative 3 days prior to proof rolling. B. Fill and Backfill: Place required backfill material adjacent to structures and compact in a manner that prevents wedging action or eccentric loading upon or against the structures. Step or serrate slopes bounding or within areas to be backfilled to prevent sliding of the fill. Moisten or aerate material as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used. Fill and backfill shall be placed in uniform horizontal layers not to exceed 8 inches loose thickness for heavy equipment compactors and 4 inches loose thickness for hand -operated mechanical compactors. Do not place material on surfaces that are muddy, frozen, or contain frost. Do not use equipment for backfilling operations or for the formation of embankments against structures that will overload the structure. Backfilling against concrete will be done only after the concrete has attained its 28-day compressive strength. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 9 1. General Fill: Place general fill where required in uniform horizontal layers of no more than 8 inches loose thickness for heavy equipment compactors and 6 inches for hand - operated mechanical compactors. Place material on firm, non -yielding subgrade soils. Do not place material on surfaces that are muddy, frozen, or contain frost. Compact with equipment well suited to the soil being compacted. Moisten or aerate material as necessary to maintain the moisture content within 3 percent of the optimum moisture content. Compact each lift as specified herein before placing the overlaying lift. Compaction shall be accomplished continuously over the entire area. Sufficient passes shall be made to ensure that specified density is obtained. 2. Structural Fill: Place structural fill where indicated in uniform horizontal layers of no more than 8 inches loose thickness for heavy equipment compactors and 6 inches for hand - operated mechanical compactors. Place material on firm, non -yielding subgrade soils. Do not place material on surfaces that are muddy, frozen, or contain frost. Compact with equipment well suited to the soil being compacted. Moisten or aerate material as necessary to maintain the moisture content within 2 percent of the optimum moisture content. Compact each lift as specified herein before placing the overlaying lift. Compaction shall be accomplished continuously over the entire area. Sufficient passes shall be made to ensure that specified density is obtained. C. Trench Backfill for Utilities: Construct backfill (final backfill) for utility lines and other utility appurtenances using the material and compaction requirements specified herein for the adjacent or overlying work. Bedding and initial backfill requirements are specified in this section. Backfilling against concrete will be done only after the concrete has attained its 28-day compressive strength D. Capillary Break: Place under slab on grade where indicated. Material shall be compacted with a minimum of three complete coverages of a vibrating plate compactor. E. Drainage Backfill: Place where indicated. Compact to a firm, non -yielding condition. F. Weather Limitations: Fill and backfill shall not be constructed when weather conditions detrimentally affect the quality of the finished course. Place fill and backfill only if the atmospheric temperature is above freezing in the shade and is rising. Do not construct fill and backfill in the rain or on saturated subgrades. If weather conditions are windy, hot or arid, with high rate of evaporation, schedule the placement in cooler portions of the day and furnish equipment to add moisture to the fill or backfill during and after placement. 3.10 CONTROLLED DENSITY FILL (CDF) A. Controlled density fill (CDF) shall be placed where indicated or in lieu of other backfill materials as approved by the Owners Representative. B. CDF shall not be placed on frozen ground. C. CDF batching, mixing and placing shall commence only when weather conditions are favorable. The ambient temperature must be at least 34 degrees F and rising. At the time of placement, CDF shall have a minimum temperature of 40 degrees F. Mixing and placing of CDF shall stop when the ambient temperature is 38 degrees F or less and falling. Each CDF filling stage shall be as continuous an operation as is practical. D. CDF shall be discharged from the mixer by any reasonable means into the area to be filled. Each lift of CDF shall be brought up to a uniform elevation. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 10 . 3.11 COMPACTION A. Use hand -operated, plate -type, vibratory, or other suitable hand tampers in areas not accessible to larger rollers or compactors. Avoid damaging pipes and protective pipe coatings. Compact material in accordance with the following unless otherwise specified. If necessary, alter, change, or modify selected equipment or compaction methods to meet specified compaction requirements. B. Compact each layer or lift of material specified so that the in -place density tested is not less than the percentage of maximum density specified in Table 1 below. For utilities under structures and pavements compact backfill as specified under paragraph entitled "Special Earthwork Installation Requirements." Table 1. Compaction Material Percent ASTM D 1557 Maximum Density Structural Fill Under Floor Slabs, Below Foundations, and Around Pile Caps 95 Upper 2 Feet of Trench Backfill Below Pavements and Sidewalks 95 Trench Backfill Below Upper 2 Feet Under Pavements and Sidewalks 90 Fill Below Landscape Areas 85 Drainage Backfill 95 Capillary Break 95 Pipe Bedding 95 3.12 SPECIAL EARTHWORK INSTALLATION REQUIREMENTS A. Manholes and Other Appurtenances: Provide at least 12 inches clear from outer surfaces to the embankment or shoring. Remove rock as specified herein. Remove unstable soil that is incapable of supporting the structure to an overdepth of one foot and refill with bedding material to the proper elevation. Refill overdepths with bedding material to the required grade and compact to 95 percent of ASTM D 1557 maximum density. B. Compaction for Structures and Pavements: Place backfill in 4-inch maximum loose lifts for hand -operated mechanical compactors. If a vibratory roller is used for compaction of backfill, the loose lift thickness can be increased to 8 inches maximum. Compact all backfill surrounding pipes, ducts, conduits, and other structures as specified in this Section. Backfill to permit the rolling and compacting of the completed excavation with the adjoining material, providing the specified density necessary to enable paving of the area immediately after backfilling has been completed. 3.13 FINISH OPERATIONS A. Finished Site Grading: Grade to finished grades indicated within 0.10 foot. Grade areas to drain water away from structures and to provide suitable surfaces for mowing machines. Existing grades which are to remain but are disturbed by the Contractor's operations shall be restored as specified herein. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL EARTHWORK SECTION 31 00 00 - 11 B. Finishing Subgrades: Finish surface of top lift of fill or top of subgrade to the elevation and cross section indicated. Finished surface shall be smooth and of uniform texture. Lightly scarify or blade the finished surface to bring the finished surface to within 0.10 foot of the indicated grade and to eliminate imprints made by compaction and shaping equipment. Surface shall show no deviations in excess of 3/8 inch when tested with a 10-foot straightedge. C. Disposition of Surplus Material: Surplus or other soil material not required or suitable for filling, backfilling, or embankment shall be removed from the project site. D. Protection of Surfaces: Protect newly graded areas from traffic, erosion, and settlements that may occur and as required in the Section 01 57 13, "Temporary Erosion and Sediment Control," and as specified in the paragraph entitled "Protection and Restoration of Surfaces." Repair or reestablish damaged grades, elevations, or slopes prior to acceptance of work. 3.14 FIELD QUALITY CONTROL A. In -Place Densities: Determine field in -place density in accordance with ASTM D 6938. Check the calibration curves and adjust using only the sand cone method as described in ASTM D 1556. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D 6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered. When test results indicate, as determined by the Owner's Representative, that compaction is not as specified, remove the material, replace, and recompact to meet specification requirements. Perform tests on recompacted areas to determine conformance with specification requirements. B. In -Place Density Test Frequency: 1. Subgrade: One test for every 1,000 square feet or fraction thereof. 2. Fill and Backfill: One test per lift for every 1,000 square feet or fraction thereof. 3. Trench Bedding and Backfill: One test per lift for every 50 feet of trench or fraction thereof. 4. Appurtenance Structures: One test per lift per 100 square feet or fraction thereof. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CLEARING AND GRUBBING SECTION 31 11 00 - 1 PART GENERAL 1.1 SUMMARY A. This section includes requirements for clearing and grubbing of trees, shrubs and organic material and the disposal of cleared and grubbed materials. 1.2 RELATED SECTIONS - A. Section 31 00 00, "Earthwork" PART 2 PRODUCTS -- NOT USED PART 3 EXECUTION 3.1 PROTECTION A. Roads: Keep roads free of dirt and debris at all times. B. Trees, Shrubs, and Existing Facilities: Protect landscape areas and trees to remain as indicated on the landscape drawings. C. Utility Lines: Protect existing utility lines that are indicated to remain from damage. Notify the Owner's Representative immediately of damage to or an encounter with an unknown existing utility line. The Contractor shall be responsible for the repairs of damage to existing utility lines that are indicated or made known to the Contractor prior to start of clearing and grubbing operations. When utility lines, which are to be removed, are encountered within the area of operations, notify the Engineer in ample time to minimize interruption of the service. 3.2 CLEARING A. Clearing shall consist of felling, trimming, and cutting of the existing trees into sections and the satisfactory disposal of the trees and other vegetation designated for removal, including brush and rubbish occurring within the areas to be cleared. Cut off flush with or below the original ground surface, trees, stumps, roots, brush, and other vegetation in areas to be cleared except for trees and vegetation indicated or directed to be left standing. Clearing shall include the disposal of any rubbish or man made materials encountered. 3.3 TREE REMOVAL A. Where indicated, remove designated trees, stumps, and grub roots. 3.4 GRUBBING A. Remove and dispose of roots larger than 3 inches in diameter, and the matted roots from the indicated grubbing areas. Excavate this material together with organic and metallic debris, brush, and refuse and remove to a depth of not less than 18 inches below the original soil surface in areas to be grubbed and in areas indicated as construction areas under this contract. Fill depressions made by grubbing with suitable material and in accordance with the requirements specified in Section 31 00 00, "Earthwork." 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL CLEARING AND GRUBBING SECTION 31 1100 - 2 3.5 DISPOSAL OF CLEARED AND GRUBBED MATERIAL A. All timber on the project site noted for clearing and grubbing shall become the property of the contractor and shall be removed from the site. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL DRIVEN STEEL PILES SECTION 316216 - 1 PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: Work of this section includes, but is not limited to, the following: 1. Surveying and staking pile locations. 2. Coordinating pile tip elevation required with available site geotechnical information, pile test program results, and the geotechnical report. 3. Establish appropriate pile -driving techniques. 4. Furnishing and driving steel pipe piles by appropriate means at locations shown on the plans. 5. Cutting off the piles, cleanout of the pipe piles, providing reinforcing and concrete fill. Filling voids created by pile installation. 6. Coordinate pile driving with testing and monitoring of pile installation. Survey final pile locations. 7. Extent of steel pipe piles is shown on the drawings, including locations, diameters of pipe, minimum pipe wall- thicknesses and steel strength required for final structural capacity, embedment into bearing layer, top elevations, and reinforcing. Steel driven piles shall be constructed in accordance with these specifications, and in conformance with details and dimensions shown on the drawings. B. Related Sections: 1. Section 013300 — Submittals 2. Section 014500 — Structural Testing, Inspection, and Quality Assurance 3. Section 033000 — Cast -in -Place Concrete 4. Section 051200 — Structural Steel C. Substitutions: Substitute products will be considered only under terms and conditions specified in Division 1. Substitutions will be considered only under the following conditions: 1. Request has been made and accepted at least two weeks prior to the submission of shop drawings. 2. There is a substantial advantage to the owner in cost or time. 3. The proposed revision is necessary to obtain the required materials or methods to accomplish the work within the time schedule. 4. Adequate sketches, engineering calculations, and other data, including cost reductions or time savings, submitted for review by architect. In no case shall such revisions result in additional cost to the owner. 1.2 SUBMITTALS A. General: Make submittals in accordance with Section 013300. B. Materials: Submit steel pipe sections to be used. Drawings show minimum wall thickness and steel strength. Include type of steel and the steel properties. Include pipe diameters, thicknesses, fabrication methods for each pipe section to be used. Submit mill 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL DRIVEN STEEL PILES SECTION 316216 - 2 certificates for each type of steel. Submit piletip details, shop and field splicing details. Submit details to protect the top of the piles during driving. 2. Submit shop drawings and mill certificates for reinforcing steel in compliance with Section 03200 of this specification 3. Submit pile drawing equipment information indicated in this specification, Section 3.3C. C. Reports: Prior to beginning site work and pre -construction conference, submit to the owner's structural engineer and geotechnical engineer for review, a detailed sequence and procedures for construction of driven steel pipe piles: including, but not limited to material, methods, and equipment to be used. Include information related to pipe wall thickness being used, pile tip design, methods and equipment for driving the steel pipe piles, methods for mitigating noise and vibration, methods and equipment for placing the reinforcing steel, methods and equipment for removal of water and slurry, and methods for proceeding with construction when . adverse site conditions are encounter. Specifically include detailed information on methods for driving Specifically address method for proceeding with construction when adverse driving conditions or adverse ground water conditions are encountered. D. Welding Qualifications and Procedures. Furnish a list of names of qualified welders and description of welding processes and procedures according to American Welding Society (AWS) D1.1, "Structural Welding Code -Steel" and WABO (Washington State Association of Building Officials). E. Submit a pile plan showing the pile cut-off elevations and estimated pile tip elevations for each pile. Include details at pile tip and pile top to prevent damage to the pipe pile during driving. F. Final Survey: Submit certified report for each shaft, recording actual elevation at bottom and top, final centerline location at top, variations of shaft from plumb, results of tests performed, seepage of water, unusual conditions, variation of dimensions or configuration from the original design. Record dates and times of starting driving, completion of driving, and placement of concrete. 1.3 QUALITY ASSURANCE A. The work in this section is subject to special inspection and testing. Refer to Section 014500 of these specifications and to the applicable parts of this Section. B. Section 6-05.3 of the WSDOT Standard Specification shall apply except as amended by these specifications and drawings. C. Installer Qualifications: Not less than three successfully completed contracts with similar soil and ground water conditions, shaft sizes, depths and volumes of work contained in this project. Submit satisfactory proof of compliance to owner's structural Engineer and owner's geotechnical engineer. D. Survey Work: Engage a surveyor who is registered in the State of Washington to perform survey, layouts, and measurements for pile work. Conduct layout work for each pile to lines and levels required before driving. Measure and report actual measurements for each pile's horizontal axial location, bottom and top elevations, deviations from specified tolerances and other data required, prior to finishing the top of driven piles, placing forms/reinforcing, and placing cast -in -place concrete for pile caps. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL DRIVEN STEEL PILES SECTION 316216 - 3 Record and maintain information pertinent to each pile and cooperate with other testing and inspection personnel to provide data for required reports. E. Pre -construction Conference: Prior to scheduled commencement of driving and associated work, meet at project site with installer of driven piles, installers of related work, owner's structural engineer, owner's representative, owner's testing/inspection agency, owner's geotechnical engineer, and other representatives directly concerned with performance of the work. Review discussion of conference and decisions reached, and furnish copy of record to each party attending. 1.4 PROJECT CONDITIONS A. Geotechnical reports prepared for the owner are available for review at the office of the owner's representative. The geotechnical reports were prepared for the exclusive use of the owner and his agents to assist in design of the subject facility. They are made available to bidders and contractor for information or factual data only, and not as a warranty of subsurface conditions such as those interpreted from the boring logs and generalized subsurface profiles, and the discussion of subsurface conditions included in the reports. B. Data on indicated subsurface conditions are not intended as representations or warranties of accuracy or continuity between soil borings. It is expressly understood that owner and his agents will not be responsible for interpretations or conclusions drawn by contractor from soils study. Data are made available for convenience of contractor. C. Contaminated Soils: If contaminated soil is present in the site, the contractor shall notify the owner's geotechnical engineer and the owner for their disposal of soils or other material that is suspected of containing contaminants in excess of the limit defined by the Washington State Dangerous Waste criteria. The contractor shall be prepared to suspend work in this area and continue work in other areas, at his cost. D. Survey Information: The background survey information shown on the project drawings is for reference only. The locations of existing site features are shown in an approximate way only. Contractor shall determine before commencing work the exact location of all existing features, including existing underground utilities and existing structures, which may be disturbed or affect the new construction. Contractor shall be fully responsible for any and all damages which might be caused by contractor's failure to exactly located and/or preserve existing site features. E. Obstructions: Obstructions may be encountered while driving the pipe piles. PART 2-PRODUCTS 2.1 STEEL PIPE A. Piling material provided by the contractor shall be submitted to and approved by the owner's structural engineer prior to ordering. If the pipe pile material requirements listed on the plans and in this specification are not met, the contractor shall be responsible for costs associated with the engineer's review and for any material replacement required. Drawings show minimum pipe wall thicknesses based on final structural requirements for the piles. Driving piles without damage is the sole responsibility of the contractor. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL DRIVEN STEEL PILES SECTION 316216 - 4 B. Pipe shall be unused. Interior surface shall be clean of all oil and other material or chemicals that may inhibit bonding of the concrete fill in the top portion of the piles. Corrosion shall be limited to normal mill -scale surface corrosion that will not compromise the integrity of the pile. Exterior coating, if used, shall be environmentally acceptable for use below ground water table. C. Welding shall conform to the requirements of the applicable provisions of AWS D1.1-88, Structural Welding Code. Pipe piling shall be straight, not tapered. D. Steel pipe piling shall be ordered in accordance with the following provisions: A detailed order list will not be furnished. A total lineal foot quantity for the piles shall be estimated by the contractor using the referenced geotechnical and pile tests reports. Additional length of piling necessary to reach from the cutoff elevation to the position of pile driving equipment shall be included in the lineal footage quantities as incidental to furnishing and driving the piles. 2.2 PILETIP AND PILETOP A. Reinforcing of the pipe pile, including reinforcing at the bottom (tip) and at the top shall allow the pipe piles to be driven without damage and is the sole responsibility of the contractor. Engineering by the owner's structural engineer and construction to replace or repair damaged piles shall be done at the contractor's cost. PART 3 - EXECUTION 3.1 PIPE PILE INSTALLATION A. Piles shall be driven open end. B. Estimated pile tip elevations shall be determined by the contractor utilizing available geotechnical information. Submit these estimated pile tip elevations for review by the owner's geotechnical engineer and owner's structural engineer. Final pile tip elevations shall be determined by the owner's geotechnical engineer during pile driving, according to the pile driving criteria. C. All piles shall be clearly marked at 1-foot intervals for the total length of the pile. D. Holes and voids created around piles due to the contractor's work shall be filled after the pile is driven with compacted structural fill, dry sand or pea gravel, as approved by the owner's geotechnical engineer. E. Piles shall be driven to the following tolerances: 1. Plumb: 0 .25 inch per foot of pile length from vertical 2. Horizontal: top of pile within 3 inches of plan location 3. Vertical: within 1 inch from approved cut off elevation F. Manipulation of piles to force them into position will not be permitted. Piles driven outside of the above -mentioned tolerances may require additional piles to be driven, and pile cap modifications including reinforcing and size. Revisions to the design by the owner's engineers as well as the modifications shall be at the contractor's expense. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL DRIVEN STEEL PILES SECTION 316216 - 5 G. Pile driving shall comply with all rules and regulations and any conditions placed on the pile driving by the permitting authorities. Pile driving shall be limited to the days and hours according to the permit conditions. H. Contractor shall cut off pile tops that become deformed during driving; Piles shall be re -driven. Splice additional pipe onto pile as necessary to reach final tip elevation. 3.2 STORAGE AND HANDLING A. The method of storage and handling steel pipe piles shall be such as to avoid damage to the piles. Bent or kinked piles, which in the opinion of the owner's structural engineer or geotechnical engineer cannot be straightened without damage, will be rejected. 3.3 EQUIPMENT FOR PILE DRIVING A. Pile -driving equipment shall be designed, constructed, and maintained in a manner suitable for the work to be performed in this contract. If the driving equipment is not operating properly or is inadequate or deficient, or causing undue delays, it shall be removed from the jobsite. All costs for remobilizing, removing, or replacing such equipment will be at the contractor's expense. Operate hammers to meet noise limitation requirements of the permit conditions, City of Tukwila ordinances, OSHA and W ISHA. B. Type of pile driving hammer, the rated energy, and the ram weight shall be submitted to owner's geotechnical engineer for approval prior to operation. C. The contractor shall furnish the owner's geotechnical engineer with the manufacturer's specifications and catalog for all hammers being used, showing all the data necessary for computing the bearing value of the piles driven. Furnish the information to the owner's geotechnical engineer on the Pile and Driving Equipment Data Sheet from the geotechnical report 14 days prior to the scheduled pile driving. D. Fixed lead pile drivers shall be used for initial driving of all piles. The use of hanging or swinging leads will be allowed after the pile has been driven to the top of bearing layer as determined by the geotechnical engineer. Leads shall be of sufficient length so that the use of a follower will not be necessary. E. Piles shall not be driven within 50 feet of concrete that has not reached a compressive stress of at least 2,000 psi. 3.4 DRIVING CRITERIA A. The dynamic pile -driving calibration procedure shall be followed according to paragraph 3.5 of this specification section. Preliminary driving criteria shall be established by the owner's geotechnical engineer, at the contractor's expense, using the Wave Equation Analysis for the proposed hammer/pile combination selected as follows: The owner's geotechnical engineer will use the wave equation to evaluate the contractor's proposed hammer. This analysis shall also be used to determine the ultimate pile capacity for a given driving resistance. Piles shall be driven to a minimum of 15 feet into bearing layer unless noted otherwise on the drawings. Pile axial capacities shall be at least two times the allowable compression capacities plus the estimated frictional resistance above the bearing layer, and to a driving resistance as determined by the wave equation. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL DRIVEN STEEL PILES SECTION 316216 - 6 3.5 DYNAMIC PILE -DRIVING CALIBRATION PROCEDURE A. The Dynamic Pile -Driving Calibration procedure shall be used to verify the pile -driving resistance and confirm driving criteria for hammer/pile configurations other than those mentioned above. Six piles of each type shall be analyzed as follows: 1. The contractor shall retain an agent qualified by the owner's geotechnical engineer to furnish the pile driving analyzer and a pile -driving analyzer (PDA) qualified engineer to operate and obtain wave equation analysis for the equipment proposed. 2. A PDA (pile -driving analysis) shall be used by a qualified engineer to monitor the driving resistance 10 to 30 feet of pile driving, starting when the pile appears to first encounter the bearing layer or the blow count exceeds 5 blows per foot. After a delay of 24 hours, redriving of the next foot shall be monitored and analyzed. 3. During test pile driving, dynamic measurements shall be taken using a saximeter. 4. The agent described in Item 1 shall analyze and interpret the results of the data. They shall make recommendations for minimum driving resistance during redrive to achieve the required ultimate capacities. These recommendations shall be submitted to the geotechnical engineer with adequate substantiating data. Five copies of this report shall be furnished to the owner's geotechnical engineer. 5. The owner's geotechnical engineer will use this information in conjunction with the previous results from the pile tests to establish pile -driving criteria for production piles. The contractor shall allow 5 working days for the owner's geotechnical engineer to review the data and establish driving criteria. 6. The cost of the dynamic pile -driving procedure to verify performance of hammers shall be included with the pile driving cost. 3.6 SPLICING A. Splices in steel pipe piles shall be made with complete penetration welds and as approved by the owner's geotechnical engineer. The number of splices will be determined by the contractor subject to requirements of the plans and these specifications. B. All welding of steel pipe piling shall be done in accordance with the latest edition of the American Welding Society Structural Welding Code AWS D1.1, Section 10, Tubular Structures. Welds shall be full penetration single groove welds, with or without backing. Prequalifications and test procedures required by the referenced code shall be at the contractor's expense. Should the contractor elect to make the splice welds with backing, and thereby not be required to provide non-destructive testing of questionable welds, the owner's structural engineer may still opt to direct non-destructive testing of questionable welds at the contractor's expense. 3.7 CUTOFF A. Cut off steel piling at the elevations indicated on the drawings. Use templates or other devices after the piling has been temporarily located in its final alignment to ensure that the cutoff will be true and level. After cutoff, fill pipe piles with concrete as noted on the structural drawings. B. While the pile is in position but not yet capped, provide a cover that can keep the pile interior free of dirt, debris and rain, and protect workers from injury due to fall. Treatment: Coat or paint exposed cutoff steel piling with an approved rust inhibitor unless the head of the pile is embedded in concrete or otherwise protected from the elements. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL DRIVEN STEEL PILES SECTION 316216 - 7 3.8 FIELD QUALITY CONTROL A. General: Work under this section shall be subject to special inspection and testing by an independent testing agency and the owner's geotechnical engineer. Requirements for testing and inspections as specified in this section are minimums. Refer to Division 1 for requirements pertaining to services, reports, payments, contractor's responsibilities, etc. B. Continuous Inspection: The owner's geotechnical engineer shall provide continuous inspection during all driving operations, and will make a record for each pile driven. C. A saximeter will be used by the pile inspector to measure and record hammer stroke and blow count. D. The final pile tip elevations and bearing capacities will be determined during driving by the owner's geotechnical engineer from the driving records and the driving methods. E. While pile is in position but not yet capped, provide a cover that can keep the file interior free of dirt, debris and rain, and protect workers from injury. F. If pile performance during driving is erratic or otherwise indicative of a damaged pile, the owner's geotechnical engineer may direct the contractor to verify the pile for acceptability. Verification of the structural soundness of the piles shall be determined by use of a Dynamic Calibration Test, using PDA experienced personnel. If the test indicates the pile to be structurally sound it will be accepted and all costs of the test shall be borne by the owner. If, in the opinion of the owner's geotechnical engineer, the tests indicate the pile is broken or demonstrates partial damage to such an extent as to materially decrease the load bearing capacity it will not be accepted and the cost of the test shall be borne by the contractor. Structural deficiencies caused by such piles shall be remedied as directed by the owner's structural engineer, with engineering and repair costs at the contractor's expense. G. Prior to the owner's geotechnical engineer accepting a pile, the interior of the pile will be visually inspected using a contractor -furnished drop light, cord and generator. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL AGGREGATE BASE COURSES SECTION 32 1123 - 1 PART GENERAL 1.1 SUMMARY A. Section Includes: Requirements for materials, placement and testing of base course under all roads, drives, pavements and walks. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society for Testing and Materials (ASTM): 1. ASTM D 1556 (1990, R1996) Density and Unit Weight of Soil in Place by the Sand - Cone Method 2. ASTM D 1557 (1991) Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/ft) 3. ASTM D 6938 (2008) Standard Test Method for In -Place Density and Water Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth) C. Washington State Department of Transportation (WSDOT): 1. SS-1 (2014) Standard Specifications for Road, Bridge, and Municipal Construction 1.3 SUBMITTALS A. Submit the following in accordance with Section 013300, "Submittal Procedures." 1. Factory Test Reports: Submit test reports for gradation of base course material taken at the source. 2. Field Test Reports: Submit test results for smoothness, density and thickness of in -place base course. 1.4 DELIVERY AND STORAGE A. Inspect materials delivered to site for damage and store as to prevent segregation and contamination. 1.5 WEATHER LIMITATIONS A. Do not construct base course when atmospheric temperature is below 35 degrees Fahrenheit or when rainfall or other weather conditions detrimentally affect the quality of the finished course. 1.6 CONSTRUCTION EQUIPMENT A. Equipment shall be dependable and adequate for the purpose intended. Maintain equipment in satisfactory and safe operating condition. Subject to approval, special equipment dictated by local conditions may be used. Calibrated equipment, such as scales, batching equipment, 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL AGGREGATE BASE COURSES SECTION 32 11 23 - 2 spreaders, and similar items, shall have been recalibrated by an approved calibration laboratory within 12 months of commencing work. PART PRODUCTS 2.1 MATERIALS A. Aggregates: Provide base course in accordance with applicable requirements of SS-1 except where specified otherwise. Base course materials shall be as specified SS-1, Section 9-03.9(3), "Crushed Surfacing Base Course." PART 3 EXECUTION 3.1 BASE COURSE A. Construct the graded aggregate base course on a previously constructed subbase course, as. indicated. Provide line and grade stakes for control. Place grade stakes in lanes parallel to the centerline of areas to be paved and space for string lining or other control methods. The base course shall consist of aggregate processed, deposited, spread, and compacted on a prepared surface. The Contractor shall be responsible for protection of completed areas against detrimental effects. Recondition, reshape, and recompact areas damaged by freezing, rainfall, or other weather conditions. 3.2 PLACING A. Do not dump mixed materials in piles, but place on prepared subbase in layers of uniform thickness with a spreader. When a compacted course 6 inches in thickness is required, place material in a single layer. When a compacted course in excess of 6 inches is required, place material in layers of equal thickness. Do not exceed 6 inches or have less than 3 inches in thickness for any compacted layer. Place layers so that when compacted, they will be true to grades or levels required with the least possible surface disturbance. Where the base course is constructed in more than one layer, clean previously constructed layers of loose and foreign matter. Maintain material water content during the placing period to obtain the compaction specified. Make adjustments in placing procedures or equipment to obtain true grades, to minimize segregation and degradation, to reduce or increase water content, and to insure a satisfactory base course. 3.3 COMPACTING AND FINISHING A. Immediately following the placing, spread the finished mixture uniformly in a layer and bring to optimum moisture content. The loose thickness and the surface of the layer shall be such that the specified density and the required thickness shall be obtained after compaction. Compact the layer with steel -faced, vibrating or pneumatic -tired rollers, or other suitable compacting equipment or combinations thereof. Continue compacting until the layer is compacted through the full depth to a field density of at a minimum of 95 percent of the ASTM D 1557 maximum density. In areas not accessible to rollers or compactors, compact the mixture with mechanical hand tampers. If the mixture is excessively moistened by rain, aerate by blade graders, or other suitable equipment. Aerate until the moisture content of the material is that needed to obtain the required density. Finish the surface of the layer by a combination of rolling and blading. Final surface shall be smooth and free from waves, irregularities, and ruts or soft yielding spots. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL AGGREGATE BASE COURSES SECTION 32 11 23 - 3 3.4 PROOF ROLLING A. In addition to compacting the base course to the required density, proof roll the top surface of the completed base course by making eight coverages with a heavy rubber -tired roller having four tires with each tire loaded to 30,000 pounds or more and inflated to at least 150 psi. Make four coverages over other areas to be paved. A coverage is defined as one application of one tire print over each point in the surface of the designated area. When under the action of the proof rolling, the base course yields, pumps, or otherwise fails, remove, replace with suitable materials, and recompact materials in the base course or in the underlying layers indicated to be unsatisfactory. The speed of the roller shall not exceed 5 miles per hour. Obtain approval upon completion of the proof rolling of the base course. 3.5 FINISHING AT EDGES OF BASE COURSE A. Place earth or other approved materials along the edges of the base course in such quantity that it will compact to the thickness of the course being constructed. When the course is being constructed in two or more layers, place material to the thickness of each layer. In each operation, allow at least a one -foot width of the shoulder to be rolled and compacted simultaneously with the rolling and compacting of each layer. 3.6 FIELD QUALITY CONTROL A. Approve materials and material sources in advance of the use of such materials in the work. Replace base where samples are removed. B. Testing: 1. Smoothness Tests: Test with a 10-foot straightedge, applied parallel with and at right angles to the center line of the paved area. Correct deviations in the surface in excess of 3/8 inch by loosening, adding or removing material, reshaping, watering, and compacting. The smoothness requirements specified herein apply only to the top layer when base course is constructed in more than one layer. 2. Field Density Tests: ASTM D 6938. Take one test for each 500 square yards of each layer of base course. 3. Laboratory Density Tests: In accordance with ASTM D 1557. 4. Thickness Tests: Measure thickness of base course at intervals such that there will be a depth measurement for at least each 500 square yards of complete base course. Make depth measurements by test holes, at least 3 inches in diameter, through the base course. Where base course deficiency is more than 1/2 inch, correct by scarifying, adding mixture of proper gradation, reblading, and recompacting. Where the measured thickness is more than 1/2 inch thicker than indicated, consider it as the indicated thickness plus 1/2 inch for determining the average. The average thickness is the average of the depth measurements and shall not underrun the thickness indicated. 3.7 MAINTENANCE A. After construction is completed, maintain the base course throughout, except where portion of the succeeding course is under construction thereon. Maintenance includes drainage, rolling, shaping, and watering, as necessary, to maintain the course in proper condition. Correct deficiencies in thickness, composition, construction, smoothness, and density, which develop during the maintenance, to conform to the requirements specified herein. Maintain sufficient moisture by light sprinkling with water at the surface to prevent a dusty condition. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TACK COATS SECTION 32 12 10 - 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes: Requirements for materials and placement of tack coat. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Association of State Highway and Transportation Officials (AASHTO): 1. AASHTO T102: (1990) Spot Test of Asphaltic Materials C. Washington State Department of Transportation (WSDOT): 1. SS-1: (2014) Standard Specifications for Road, Bridge, and Municipal Construction 1.3 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." Certification stating that emulsified asphalt meets the requirements of the specification. 1.4 DELIVERY AND STORAGE A. Inspect the materials delivered to the site for contamination and damage. Unload and store the materials with a minimum of handling. 1.5 WEATHER LIMITATIONS A. Apply the tack coat only when the surface is dry. Apply the tack coat only when the ambient temperature is 50 degrees Fahrenheit or above and when the temperature has not been below 35 degrees Fahrenheit for 12 hours immediately prior to application, unless otherwise directed. PART PRODUCTS 2.1 MATERIALS A. Bituminous material for the tack coat shall be emulsified asphalt. B. Emulsified Asphalt: SS-1, Section 9-02.1(6), Type CSS-1. Dilute the emulsified asphalt with equal parts of water. The base asphalt used to manufacture the emulsion shall show a negative spot when tested in accordance with AASHTO T102 using standard naphtha. 2.2 CONSTRUCTION EQUIPMENT A. Provide equipment dependable and adequate for the purpose intended and properly maintained in satisfactory and safe operating condition. Calibrated equipment such as asphalt distributors, scales, batching equipment, spreaders and similar equipment, shall have been recalibrated by a calibration laboratory within 12 months prior to commencing work. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL TACK COATS SECTION 32 12 10 - 2 ' B. Bituminous Distributor: The bituminous distributor shall be designed and equipped to distribute the bituminous material uniformly at even heat on variable widths of surface at readily determined and controlled rates from 0.05 to 2.0 gallons per square yard, with a pressure range of 25 to 75 pounds per square inch and with an allowable variation not to exceed 5 percent from any specified rate. Distributor equipment shall include a separate power unit for the bitumen pump, full -circulation spray bars, acoumeter, pressure gauges, volume -measuring devices, adequate heaters for heating the materials to the proper application temperature, a thermometer for reading the temperature of the tank contents, and a hose and spray nozzle attachment suitable for applying bituminous material to spots unavoidably missed by the distributor and to areas inaccessible to the distributor. The distributor shall be equipped to circulate and agitate the bituminous material during the heating process. C. Heating Equipment for Storage Tanks: The equipment for heating the bituminous material shall be steam, electric, or hot oil heaters. Steam heaters shall consist of steam coils and equipment for producing steam, so designed that the steam cannot get into the material. An armored thermometer with a temperature range from 40 degrees Fahrenheit to 400 degrees Fahrenheit shall be fixed to the tank so that the temperature of the bituminous material may be determined at all times. D. Brooms and Blowers: Brooms and blowers shall be of the power type suitable for cleaning the surfaces for application of the bituminous material. PART 3 EXECUTION 3.1 PREPARATION OF SURFACE A. Immediately before applying the tack coat, remove loose material, dirt, clay, and other objectionable material from the surface to be treated by a power broom or blower supplemented with hand brooms. After the cleaning operation and prior to the application of the tack coat, inspect the area to be paved to determine the fitness of the area to receive the bituminous material. 3.2 APPLICATION OF BITUMINOUS MATERIAL A. Apply the tack coat when the surface to be treated is dry. Immediately following the preparation of the surface for treatment, apply the bituminous material by means of the bituminous distributor, within the limits of temperature specified herein and at a rate of not less than not less than 0.05 gallon nor more than 0.15 gallon of diluted emulsion per square yard. Apply the bituminous material so that uniform distribution is obtained over the entire surface to be treated. Treat lightly coated areas and spots missed by the distributor with the bituminous material. Following the application of bituminous material, allow the surface to cure without being disturbed for period of time necessary to permit setting of the tack coat. Apply the bituminous tack coat only as far in advance of the placing of the overlying layer as required for that day's operation. Maintain and protect the treated surface from damage until the succeeding course of pavement is placed. B. Application Temperature for Emulsified Asphalt: Between 75 degrees Fahrenheit and 130 degrees Fahrenheit. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TACK COATS SECTION 32 12 10 - 3 3.3 TRAFFIC CONTROLS A. Keep traffic off surfaces freshly treated with bituminous material. Provide sufficient warning signs and barricades so that traffic will not travel over freshly treated surfaces. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL ASPHALT PAVING SECTION 32 12 16 - 1 PART GENERAL 1.1 SUMMARY A. Section Includes: Requirements for materials, placement and testing of asphalt concrete pavement. 1.2 RELATED SECTIONS A. Section 31 00 00, "Earthwork" B. Section 32 11 23, "Aggregate Base Courses" C. Section 32 12 10, "Tack Coats" 1.3 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. B. American Association of State Highway and Transportation Officials (AASHTO): 1. AASHTO T209: Method of Test for Maximum Specific Gravity of Bituminous Paving Mixtures - "Rice Density." C. U.S. Department of Transportation, Federal Highway Administration: 1. MUTCD: Manual on Uniform Traffic Control Devices. D. Washington State Department of Transportation (WSDOT): 1. SS-1: (2014) Standard Specifications for Road, Bridge, and Municipal Construction 2. TM-8: In -Place Density of Hot Mix Asphalt Using the Nuclear Moisture -Density Gauge 1.4 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." B. Mix Delivery Record Data: Record and submit the following information to each load of mix delivered to the job site. Submit within one day after delivery. 1. Truck No. 2. Time In 3. Time Out 4. Tonnage and Discharge Temperature 5. Mix Type 6. Location 7. Stations Placed C. Mix Design: Submit results of laboratory tests performed on each mix design. Testing shall have been accomplished not more than one-year prior to date of material placement. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL ASPHALT PAVING SECTION 32 12 16 - 2 ' D. Submit reports for testing specified under paragraph entitled "Field Quality Control." 1. Density 2. Thickness 3. Straightedge Test E. Pavement Cores: Submit 2 pavement cores when using the in -place nuclear density method. 1.5 QUALITY ASSURANCE A. Regulatory Requirements: Provide work and materials in accordance with applicable requirements of SS-1. Sections and Paragraphs mentioned herein refer to those specifications. Paragraphs in SS-1 entitled "Measurement and Payment' shall not apply. Where "state" is used it shall mean "Owner." PART2PRODUCTS 2.1 ASPHALT CONCRETE A. Provide asphalt concrete in accordance with the applicable requirements of the SS-1, Section 5-04, "Hot Mix Asphalt." 2.2 - SUBGRADE/SUBBASE A. As specified in Section 31 00 00, "Earthwork." 2.3 BASE COURSE A. As specified in Section 32 11 23, "Aggregate Base Courses." 2.4 COMPOSITION OF MIXTURE REQUIREMENTS A. Aggregates: Shall confirm to SS-1, Section 9-03.8, "Aggregate for Hot Mix Asphalt," MHA Class 1 /2 inch. B. Asphalt Cement: In accordance with SS-1, Section 9-02.1(4), "Performance Graded Asphalt Binder," PG 58-22. PART 3 EXECUTION 3.1 PREPARATION A. Excavation and Filling: Excavation and filling to establish elevation of subgrade is specified in Section 31 00 00, "Earthwork." B. Prior to the laying of the asphalt concrete, clean underlying course of foreign or objectionable matter with power blowers or power brooms, supplemented by hand brooms and other cleaning methods where necessary. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL ASPHALT PAVING SECTION 32 12 16 - 3 C. Spray contact surfaces of previously constructed pavement with a tack coat. Paint contact surfaces of structures, concrete pavements and walks and utility appurtenances with tack coat prior to placing the asphalt concrete. 3.2 CONSTRUCTION A. Provide construction in accordance with the applicable requirements of the SS-1, except where indicated or specified otherwise. B. Methods of construction of asphalt concrete pavement shall be in accordance with SS-1. Compact asphalt mixture to 92 percent of the maximum attained in a laboratory specimen of the same mixture prepared in accordance with AASHTO T209. Placement will not be permitted unless the Contractor has a working asphalt thermometer on site. 1. The range of temperatures of the mixtures at the time of spreading shall be between 250 degrees Fahrenheit and 300 degrees Fahrenheit. Bituminous concrete having temperatures less than minimum spreading temperature when dumped into the spreader will be rejected. Adjust spreader and regulate speed so that the surface of the course is smooth and continuous without tears and pulling, and of such depth that, when compacted, the surface conforms with the cross section, grade, and contour indicated. Unless otherwise directed, begin the placing along the centerline of areas to be paved on a crowned section or on the high side of areas with a one-way slope. Place mixture in consecutive adjacent strips having a minimum width of 10 feet except where the edge lanes require strips less than 10 feet to complete the area. Construct longitudinal joints and edges to true line markings. Establish lines parallel to the centerline of the area to be paved, and place string lines coinciding with the established lines for the spreading machine to follow. Provide the number and location of the lines needed to accomplish proper grade control. When specified grade and smoothness requirements can be met for initial lane construction by use of an approved long ski -type device of not less than 30 feet in length and for subsequent lane construction by use of a short ski or shoe, in -place string lines for grade control may be omitted. Place mixture as nearly continuous as possible and adjust the speed of placing as needed to permit proper rolling. 2. Shovelers and rakers shall follow the spreading machine. Add or remove hot mixture and rake the mixture as required to obtain a course that when completed will conform to requirements specified herein. Broadcasting or fanning of mixture over areas being compacted is prohibited. When segregation occurs in the mixture during placing, r suspend spreading operation until the cause is determined and corrected. Correct irregularities in alignment left by the spreader by trimming directly behind the machine. Immediately after trimming, compact edges of the course by tamping laterally with a metal lute or by other approved methods. Distortion of the course during tamping is prohibited. 3. In areas where the use of machine spreading is impractical, spread mixture by hand. The range of temperatures of the mixtures when dumped onto the area to be paved shall be between 250 and 300 degrees Fahrenheit. Mixtures having temperatures less than minimum spreading temperature when dumped onto the area to be paved will be rejected. Spread hot mixture with rakes in a uniformly loose layer of a thickness that, when compacted, will conform to the required grade, thickness, and smoothness. During hand spreading, place each shovelful of mixture by turning the shovel over in a manner that will prevent segregation. Do not place mixture by throwing or broadcasting from a shovel. Do not dump loads any faster than can be properly handled by the shovelers and rakers. 4. Compact mixture by rolling. Begin rolling as soon as placement of mixture will bear rollers. Delays in rolling freshly spread mixture shall not be permitted. Start rolling longitudinally at the extreme sides of the lanes and proceed toward center of pavement, or toward high side of pavement with a one-way slope. Operate rollers so that each trip overlaps the previous adjacent strip by at least one foot. Alternate trips of the roller shall 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL ASPHALT PAVING SECTION 32 12 16 - 4 ' be of slightly different lengths. Conduct tests for conformity with the specified crown, grade and smoothness immediately after initial rolling. Before continuing rolling, correct variations by removing or adding materials as necessary. If required, subject course to diagonal rolling with the steel wheeled roller crossing the lines of the previous rolling while mixture is hot and in a compactable condition. Speed of the rollers shall be slow enough to avoid displacement of hot mixture. Correct displacement of mixture immediately by use of rakes and fresh mixture, or remove and replace mixture as directed. Continue rolling until roller marks are eliminated and course has a density as specified in this section. During rolling, moisten wheels of the rollers enough to prevent adhesion of mixture to wheels, but excessive water is prohibited. Operation of rollers shall be by competent and experienced operators. Provide sufficient rollers for each spreading machine in operation on the job and to handle plant output. In places not accessible to the rollers, compact mixture thoroughly with hot hand tampers. Skin patching of an area after compaction is prohibited. Remove mixture that becomes mixed with foreign materials or is defective and replace with fresh mixture compacted to the density specified herein. Roller shall pass over unprotected edge of the course only when laying of course is to be discontinued for such length of time as to permit mixture to become cold. 5. Joints shall present the same texture and smoothness as other portions of the course, except permissible density at the joint may be up to 2 percent less than the specified course density. Carefully make joints between old and new pavement or within new pavements in a manner to ensure a thorough and continuous bond between old and new sections of the course. Vertical contact surfaces of previously constructed sections that are coated with dust, sand, or other objectionable material shall be painted with tack coat just before placing fresh mixture. a. Transverse Joints: Roller shall pass over unprotected end of freshly laid mixture only when laying of course is to be discontinued. Except when an approved bulkhead is used, cut back the edge of previously laid course to expose an even, vertical surface for the full thickness of the course. When required, rake fresh mixture against joints, thoroughly tamp with hot tampers, smooth with hot smoothers, and roll. Transverse joints in adjacent lanes shall be offset a minimum of 2 feet. b. Longitudinal Joints: Space 6 inches apart. Do not allow joints to coincide with joints of existing pavement or previously placed courses. Spreader screed shall overlap previously placed lanes 2 to 3 inches and be of such height to permit compaction to produce a smooth dense joint. With a lute, push back mixture placed on the surface of previous lanes to the joint edge. Do not scatter mix. Remove and waste excess material. When edges of longitudinal joints are irregular, honeycombed, or poorly compacted, cut back unsatisfactory sections of joint and expose an even vertical surface for the full thickness of the course. When required, rake fresh mixture against joint, thoroughly tamp with hot tampers, smooth with hot smoothers, and roll while hot. C. Subgrade/Subbase: Section 31 00 00, "Earthwork." D. Base Course: Section 32 11 23, "Aggregate Base Courses." 3.3 FIELD QUALITY CONTROL A. Sample shall be taken by Contractor as specified herein. Contractor shall replace pavement where sample cores have been removed. B. Core Identification: Place each core in a container and securely seal to prevent loss of material. Tag each sample for identification. Tag shall contain the following information: 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL ASPHALT PAVING SECTION 32 12 16 - 5 a. Contract No. b. Sample No. c. Quantity d. Date of Sample e. Sample Description f. Source/Location/Stations Placed/depth below the finish grade g. Intended Use h. Thicknesses of various lifts placed C. Testing: Testing of Pavement Course: a. Density: Determine density by testing pavement in accordance with TM-8 the day the pavement is placed. Perform 3 density tests for each 200 tons, or fraction thereof, of pavement placed. b. Thickness: Determine thickness of finished pavement by use of following equation: t = w/(0.75d) where: t = pavement thickness, in inches w = average weight per square yard of mixture actually used in work d = compacted density as measured by nuclear density device c. Straightedge Test: Test compacted pavement of binder course and with a straightedge as work progresses. Apply straightedge parallel with and at right angles to center line after final rolling. Variations in the binder course surface shall not be more than 1/4 inch from the lower edge of the 10-foot straightedge; variations in wearing course surface shall not be more than 1/4 inch from the lower edge of the 10-foot straightedge. Pavement showing irregularities greater than that specified shall be corrected as directed by the Engineer. d. Compaction: Test compacted asphalt density in accordance with TM-8. 3.4 PROTECTION A. Do not permit vehicular traffic, including heavy equipment, on pavement until surface temperature has cooled to at least 120 degrees Fahrenheit. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Section Includes: Requirements for concrete for pavements and joints. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Concrete Institute (ACI): 1. ACI 211.1: (1991) Selecting Proportions for Normal, Heavyweight, and Mass Concrete 2. ACI 301: (2010) Specifications for Structural Concrete 3. ACI 305R: (2010) Guide to Hot Weather Concreting 4. ACI 306.1: (1990; Reapproved 2002) Standard Specification for Cold Weather Concreting C. American Society for Testing and Materials (ASTM): 1. ASTM A 185: (1994) Steel Welded Wire Fabric, Plain, for Concrete Reinforcement 2. ASTM A 6151A 615M: (1995; Rev. B) Deformed and Plain Billet -Steel Bars for Concrete Reinforcement 3. ASTM C 31: (1991) Making and Curing Concrete Test Specimens in the Field 4. ASTM C 33: (1993) Concrete Aggregates 5. ASTM C 78: (1994) Flexural Strength of Concrete (Using Simple Beam with Third -Point Loading) 6. ASTM C 94: (1994) Ready -Mixed Concrete 7. ASTM C 143: (1990; Rev. A) Slump of Hydraulic Cement Concrete 8. ASTM C 150: (1995) Portland Cement 9. ASTM C 171: (1995) Sheet Materials for Curing Concrete 10. ASTM C 172: (1990) Sampling Freshly Mixed Concrete 11. ASTM C 231: (1991; Rev. B) Air Content of Freshly Mixed Concrete by the Pressure Method 12. ASTM C 260: (1995) Air -Entraining Admixtures for Concrete 13. ASTM C 494: (1992) Chemical Admixtures for Concrete 14. ASTM D 618: (1995) Coal Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete. 15. ASTM C 989: (1994; Rev. A) Ground Granulated Blast -Furnace Slag for Use in Concrete and Mortars 16. ASTM D 98: (1995) Calcium Chloride 1.3 SUBMITTALS A. Submit the following in accordance with Division 1: 1. Manufacturer's catalog data for curing materials and admixtures. 2. Concrete mix design: Thirty days minimum prior to concrete placement, submit mix design for each strength and type of concrete. 3. Manufacturer's catalog data for joint sealant materials. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 2 4. Laboratory test reports for concrete materials and mix design tests. 5. Material Certificates stating that each material item complies with or exceeds specified requirements. Provide certification from admixture manufacturers that chloride content complies with specified requirements. 6. Concrete Joint layout drawing including dimensions, locations and joint type. 1.4 DELIVERY, STORAGE, AND HANDLING A. In accordance with ASTM C94. PART 2 - PRODUCTS 2.1 MATERIALS A. Cement: ASTM C 150, Type I. B. Water: Fresh, clean and potable. C. Aggregates: Free from any substance which may be deleteriously reactive with the alkalies in the cement. 1. Fine Aggregates: ASTM C 33. 2. Coarse Aggregates: ASTM C 33, Size No. 467. D. Admixtures: Where not shown or specified, the use of admixtures is subject to written approval of the Architect. Provide admixtures that contain not more than 0.1 percent chloride ions. 1. Air entraining: ASTM C 260. 2. Accelerating: ASTM D 98. 3. Water Reducing: ASTM C 494, Type A, D, E, F, or G. 4. Fly Ash and Pozzolan: ASTM C 618, Type N, F, or C, except that the maximum allowable loss on ignition shall be 6 percent for Types C and F. E. Forms: Wood, plywood, steel, or other suitable material. F. Reinforcement: 1. Dowel Bars: Bars shall conform to ASTM A615/A615M Grade 60 for plain billet -steel bars of the size and length indicated. Remove all burrs and projections from the bars. 2. Coated Dowel Bars: Bars shall conform to ASTM A615/A615M Grade 60 for plain billet - steel bars of the size and length indicated. Remove all burrs or projections from the dowel bars. Coating system shall conform to AWWA C215 Type 2. Coat the bars with a double -coat system or an epoxy -coating system for resistance to penetration of oil and salt solutions. The systems shall be in accordance with manufacturer's recommendation for coatings which are not bondable to concrete. Bond the coating to the dowel bar to resist laps or folds during movement of the joint. Coating thickness shall be 7 mils minimum and 20 mils maximum. 3. Deformed Steel Bar Mats: Deformed steel bar mats shall conform to ASTM A615 Grade 60. G. Curing Materials: Impervious Sheeting per ASTM C 171, 10 mils. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 1313 - 3 H. Joints Fillers and Sealants: 1. Bond Breakers: Compressible, non -shrinkable, nonreactive with joint sealant and non - absorption type such as plastic rod, free of oils or bitumens. Blocking media shall have a water -absorption capacity of not more than 5 percent by weight when tested in accordance with ASTM C 509. Blocking media shall be consistent with joint seal manufacturer's installation instructions and be at least 25 percent larger in diameter than width of joints as shown. 2. Joint Sealant: Single Component Cold -Applied Silicone: Silicone sealant shall be self - leveling, non-acid curing, and meet the following requirements: TEST TEST METHOD REQUIREMENTS Weight Loss ASTM C 792 Modified 10 percent maximum (see Note 1) Flow ASTM C 639 (Type 1) Smooth and level Extrusion Rate ASTM C 603 30 seconds maximum Tack Free Time ASTM C 679 5 hours maximum Hardness (Shore 00) ASTM C 661 30 — 80 (see Note 2) Tensile Stress at ASTM D 412 (Die C) 30 psi maximum 150 Percent Elongation (see Note 2) Percent Elongation ASTM D 412 (Die C) 700 minimum (see Note 2) Accelerated Weathering ASTM C 793 Pass 5,000 hours Bond and Movement ASTM C 719 Pass 10 cycles at +50 Capability percent movement (no adhesion or cohesion failure) Flame Resistant FS SS-S-200 Pass Notes: (1) Percent weight loss of wet (uncured) sample after placing in forced -draft oven maintained at 158 degrees F + 1 degree F for two hours. Specimen cured 21 days at 73 degrees F + 1 degree F and 50 percent. (2) Accelerated Weathering Factory Test Report: For Accelerated Weathering test, in lieu of testing of actual joint sealant to be used on the project, a report of a factory test, performed within two years of contract award, may be submitted. 2.2 CONTRACTOR -FURNISHED MIX DESIGN A. Design mix in accordance with ACI 211.1. Concrete shall conform to the following: 1. Minimum flexural strength: 650 psi. 2. Maximum aggregate size: 1-1/2 inch. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 4 ' 3. Minimum cement content: 517 lbs./cubic yard. 4. Maximum water -cement ratio by weight: 0.50. 5. Range in slump: 1-3 inches. 6. Allowable air content: 5 +1.5 percent by volume. 7. The minimum cement content is required for durable concrete wit local aggregates, but may be insufficient to obtain the specified strength, in which case increase the cement content as necessary without additional compensation under the contract. PART 3 - EXECUTION 3.1 FORMS A. Construction: To be removable without damage to the concrete. B. Coatings: Before placing the concrete, coat the contact surfaces of the forms with a non -staining mineral oil, non -staining form coating compound. C. Grade and Alignment: Check and correct elevations and alignment of the forms immediately before placing the concrete. 3.2 REINFORCEMENT A. Dowel Bars: Install bars accurately aligned, vertically and horizontally, at indicated locations and to the dimensions and tolerances indicated. Before installation, thoroughly grease the sliding portion of each dowel. Dowels must remain in position during concrete placement and curing. B. Coated Dowel Bars: Install bars, accurately aligned vertically and horizontally, at indicated locations and to the dimensions and tolerances indicated. Reject coatings which are perforated, cracked, or otherwise damaged. While handling, avoid scuffing or gouging of the coatings. C. Setting Slab Reinforcement: Install where shown on plans. Position slab reinforcement on suitable chairs prior to placement. At expansion, weakened plane and construction joints, place the reinforcement as indicated. Reinforcement, when placed in concrete, shall be free of mud, oil, scale or other foreign materials. Place reinforcement accurately and wire securely. The laps at splices shall be 12 inches minimum and the distances from ends and sides of slabs and joints shall be as indicated. 3.3 MEASURING, MIXING, CONVEYING, AND PLACING CONCRETE A. Measuring: Per ASTM C 94. B. Mixing: Per ASTM C 94, except as modified herein. Begin mixing within 30 minutes after cement has been added to aggregates. When the air temperature is greater than 85 degrees F, reduce mixing time and place concrete within 60 minutes. Additional water may be added to bring slump within required limits as specified in Section 11.7 of ASTM C 94, provided that the specified water -cement ratio is not exceeded. C. Conveying: Per ASTM C 94. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 5 D. Placing: Per ACI 301, except as modified herein. Do not exceed a free vertical drop of 3 feet from the point of discharge. E. Vibration: Immediately after spreading concrete, consolidate concrete with internal type vibrating equipment along the boundaries of all slabs regardless of slab thickness, and interior of all concrete slabs 6 inches or more in thickness. For reinforced pavement laid in two courses, vibrate only the top course. Vibrate concrete for full depth adjacent to edge forms and joints. Limit duration of vibration to that necessary to produce consolidation of concrete. Excessive vibration will not be permitted. Vibrators shall not be operated in concrete at one location for more than 15 seconds. At the option of the Contractor, vibrating equipment of a type approved by the Owner's Representative may be used to compact concrete in unreinforced pavement slabs less than 6 inches thick. Vibrating Equipment: Operate equipment, except hand -manipulated equipment, ahead of the finishing machine. Select the number of vibrating units and power of each unit to properly consolidate the concrete. Mount units on a frame that is capable of vertical movement and, when necessary, radial movement, so vibrators may be operated at any desired depth within the slab or be completely withdrawn from the concrete. Clear distance between frame -mounted vibrating units that have spuds that extend into the slab at intervals across the paving lane shall not exceed 30 inches. Distance between end of vibrating tube and side form shall not exceed 2 inches. For pavements less than 250 mm 10 inches thick, operate vibrators at mid -depth parallel with or at a slight angle to the subbase. For thicker pavements, angle vibrators toward the vertical, with vibrator tip preferably about 2 inches from subbase, and top of vibrator a few mm inches below pavement surface. Vibrators may be pneumatic, gas driven, or electric, and shall be operated at frequencies within the concrete of not less than 8,000 vibrations per minute. Amplitude of vibration shall be such that noticeable vibrations occur at 1.5-foot radius when the vibrator is inserted in the concrete to the depth specified. F. Cold Weather: Except with authorization, do not place concrete when ambient temperature is below 40 degrees F or when concrete is likely to be subjected to freezing temperatures within 24 hours. When authorized, when concrete is likely to be subjected to freezing within 24 hours after placing, heat concrete materials so that temperature of concrete when deposited is between 65 and 80 degrees F. Methods of heating materials are subject to approval of the Architect. Do not heat mixing water above 165 degrees F. Remove lumps of frozen material and ice from aggregates before placing aggregates in mixer. When specifically approved by the Architect, the Contractor may add not more than 2 percent dihydrate calcium chloride by weight of cement. Dissolve admixture in a portion of the mixing water and add to the mix at the drum in a manner that will ensure uniform distribution of the agent throughout the batch. Follow practices found in ACI 306.1. G. Hot Weather: Maintain required concrete temperature in accordance with Figure 2.1.5 in ACI 305R to prevent evaporation rate from exceeding 0.2 pound of water per square foot of exposed concrete per hour. Cool ingredients before mixing or use other suitable means to control concrete temperature and prevent rapid drying of newly placed concrete. After placement, use fog spray, spread and remove polyethylene sheeting between finishing operations, apply monomolecular film, or use other suitable means to reduce the evaporation rate. Start curing when surface of fresh concrete is sufficiently hard to permit curing without damage. Cool underlying material by sprinkling lightly with water before placing concrete. Follow practices found in ACI 305R. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 6 ' 3.4 PAVING A. Pavement shall be constructed with paving and finishing equipment utilizing fixed forms. B. Consolidation: The paver vibrators shall be inserted into the concrete not closer to the underlying material than 2 inches. The vibrators or any tamping units in front of the paver shall be automatically controlled so that they shall be stopped immediately as forward motion ceases. Excessive vibration shall not be permitted. Concrete in small, odd -shaped slabs or in locations inaccessible to the paver -mounted vibration equipment shall be vibrated with a hand - operated immersion vibrator. Vibrators shall not be used to transport or spread the concrete. C. Fixed -Form Paving: Forms shall be steel, except that wood forms may be used for curves having a radius of 150 feet or less and for fillets. Forms may be built up with metal or wood, added only to the base, to provide an increase in depth of not more than 25 percent. The base width of the form shall be not less than 80 percent of the vertical height of the form, except that forms 8 inches or less in vertical height shall have a base width not less than the vertical height of the form. Wood forms for curves and fillets shall be adequate in strength and rigidly braced. Forms shall be set on firm material cut true to grade so that each form section when placed will be firmly in contact with the underlying layer for its entire base. Forms shall not be set on blocks or on built-up spots of underlying material. Forms shall remain in place at least 12 hours after the concrete has been placed. Forms shall be removed without injuring the concrete. D. Placing Reinforcing Steel: Reinforcement shall be positioned on suitable chairs securely fastened to the subgrade prior to concrete placement. E. Placing Dowels: Dowels shall be installed with alignment not greater than 1/8 inch per foot. Except as otherwise specified below, location of dowels shall be within a horizontal tolerance of plus or minus 5/8 inch and a vertical tolerance of plus or minus 3/16 inch. The portion of each dowel intended to move within the concrete or expansion cap shall be painted with one coat of rust inhibiting primer paint, and then oiled just prior to placement. F. Construction Joints: Installation of dowels shall be by the bonded -in -place method, supported by means of devices fastened to the forms. Installation by removing and replacing in preformed holes will not be permitted. 3.5 JOINTS A. Joints shall be type shown and shall form a regular rectangular pattern. Joints shall conform to details shown. Seal joints by procedures indicated. Preformed joint filler installed for expansion joints shall be securely held in position during concreting operations. Wherever curved pavement edges occur, make joints to intersect tangents to curve at right angles. Joints shall be in a continuous straight line extending from edge to edge of pavement. Do not stagger joints in abutting pavements except where shown. Protect joints from curing compounds by covering with tape or rope. Take necessary precautions to ensure proper curing at joints. B. Sawing of Joints: Sawing will be conducted when concrete has hardened sufficiently to prevent ravelling or flaking along edges of saw cut and before uncontrolled shrinkage cracking of pavement occurs. Mark alignment of joints by chalk line or other suitable guide. Saw cuts shall not vary from required alignment by more than 1/2 inch in ten feet. Saw cutting shall be carried on both during the day and at night as required. A supply of saw blades and at least one standby sawing unit in working condition will be readily available during sawing 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 7 operations. Discontinue sawing if a crack develops ahead of a saw cut. If uncontrolled cracking has occurred do not saw cut along the cracks but notify the Architect immediately. C. Protection of Joints: Immediately after each joint is sawed, thoroughly clean saw cut and adjacent concrete surface by flushing with water and blowing with compressed air to remove waste. Respray curing compound on surfaces affected by sawing and cleaning operations but do not permit curing compound into joints. Protect joints from intrusion of foreign materials by installation of blocking media or separating tape as indicated. Do not seal joints until concrete has cured sufficiently as required by joint sealant manufacturer's instructions. D. Joints at Vertical Surfaces: Where slabs abut light pads, catch basins, manholes, footings, walls, columns, and structures as expansion joints, construct joints 3/4 inch wide and full depth or thickness of slab. Provide joints with preformed joint filler and joint sealant and form the joints by placing joint filler against the adjacent structure. Keep filler in place with stakes or other approved means_ until concrete is placed against filler. Fit abutting sections or ends of filler material tightly together to prevent concrete from entering expansion joint space. E. Weakened Plane Joints: Saw joints to dimensions indicated. Joint lines shall be within specified tolerance, straight, and extend for width of transverse joint, and for entire length of longitudinal joint. F. Construction Joints: 1. Butt Type Joints: Provide butt type joints as indicated by placing fresh concrete against hardened concrete. Clean vertical surface of hardened concrete and then coat with curing compound or asphalt emulsion bond breaker before concrete is placed. After concrete has cured, saw joint line in accordance with procedures specified for sawing joints and to dimensions shown. 2. Emergency Stops: If an emergency stop occurs, remove the concrete back to indicated location of transverse joint and install a dowelled construction joint as shown. 3. Keyed Joints: Locate keyways as indicated. When concrete is placed using side or stationary forms, use plastic or metal forms securely fastened to concrete form to form keyway in plastic concrete. When concrete is placed using slip form pavers, form the keyway by metal forms permanently attached to side forms or during slip form operation by inserting preformed metal or plastic keyway liners which may be left in place. G. Preparation of Joints: Seal joints unless otherwise indicated. Immediately before installation of sealant, thoroughly clean joints until laitance, curing compound, preformed joint filler, and protrusions of hardened concrete are removed from sides and upper edges of joint space. 1. Cleaning of Sawed Joints: Use a power driven concrete saw to saw through preformed joint filler and to widen joint to indicated dimensions. Blow loosened materials from joint with compressed air. Clean exposed concrete joint faces and pavement surfaces extending at least one inch from edges of joints by thoroughly sandblasting and air blowing until surfaces are free of dust, dirt, curing compound, preformed joint filler, and other material that might prevent bonding of sealer to concrete. 2. Disposal of Debris: Remove from joints and pavement surface saw cuttings, excess joint material, dirt, water, sand, and other debris. Dispose of the debris immediately. H. Joint preparation, primer and sealant shall be in accordance with joint seal manufacturer's instructions. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 8 1. Bond Breakers: Immediately after joints receive final cleaning, install specified bond breaker in the bottom of joint reservoir. 2. Bonding Agents and Primer: Apply joint seal bonding agents and primer in accordance with joint seal manufacturer's instructions. When primed joint becomes dusty or otherwise contaminated prior to sealing, re sandblast, air blow, and re prime joint. 3. Liquid Sealants: Joints shall be dry and free of debris and contaminants prior to placement of sealant. Fill joints to depths and tolerances indicated without formation of voids or entrapped air. Remove excess or spilled sealant from pavement and discard. 3.6 FINISHING A. Start finishing operations immediately after placement of concrete. Use finishing machine, except hand finishing may be used in emergencies and for concrete slabs in inaccessible locations or of such shapes or sizes that machine finishing is impracticable. Finish pavement surface on both sides of a joint to the same grade. Finish formed joints from a securely supported transverse bridge. Provide hard finishing equipment for use at all times. Transverse and longitudinal surface tolerances shall be 1/4 inch in 10 feet. Side Form Finishing: Strike off and screed concrete to the required crown or slope and cross-section by a power -driven transverse finishing machine. Transverse rotating tube or pipe shall not be permitted unless approved by the Architect. Elevation of concrete shall be such that, when consolidated and finished, pavement surface will be adequately consolidated and at the required grade. Equip finishing machine with two screeds which are readily and accurately adjustable for changes in pavement crown or slope and compensation for wear and other causes. Make as many passes over each area of pavement and at such intervals as necessary to give proper compaction, retention of coarse aggregate near the finished surface, and a surface of uniform texture, true to grade and crown or slope. Do not permit excessive operation over an area, which will result in an excess of mortar and water being brought to the surface. a. Equipment Operation: Maintain the travel of machine on the forms without lifting, wobbling, or other variation of the machine which tend to affect the precision of concrete finish. Keep the tops of the forms clean by a device attached to the machine. During the first pass of the finishing machine, maintain a uniform ridge of concrete ahead of the front screed for its entire length. b. Joint Finish: Before concrete is hardened, correct edge slump of pavement, exclusive of edge rounding, in excess of 0.02 foot. Finish concrete surface on each side of construction joints to the same plane, and correct deviations before newly placed concrete has hardened. c. Hand Finishing: Strike -off and screed surface of concrete to elevations slightly above finish grade so that when concrete is consolidated and finished pavement surface is at the indicated elevation. Vibrate entire surface until required compaction and reduction of surface voids is secured with a strike -off template. d. Longitudinal Floating: After initial finishing, further smooth and consolidate concrete by means of hand -operated longitudinal floats. Use floats that are not less than 12 feet long and 6 inches wide and stiffened to prevent flexing and warping. 2. Surface Finish: As specified by the Architect. 3. Edging: At the time the concrete has attained a degree of hardness suitable for edging, carefully finish slab edges, including edges at formed joints, with an edge having a maximum radius of one -eighth inch. When brooming is specified for the final surface finish, edge transverse joints before starting brooming, then operate broom to obliterate as much as possible the mark left by the edging tool without disturbing the rounded corner left by the edger. Clean by removing loose fragments and soupy mortar from corners or edges of slabs which have crumbled and areas which lack sufficient mortar for 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 9 proper finishing. Refill voids solidly with a mixture of suitable proportions and consistency and refinish. Remove unnecessary tool marks and edges. Remaining edges shall be smooth and true to line. 4. Repair of Surface Defects: Per ACI 301. 3.7 CURING AND PROTECTION A. Protect concrete adequately from injurious action by sun, rain, flowing water, frost, mechanical injury, tire marks and oil stains, and do not allow it to dry out from the time it is placed until the expiration of the minimum curing periods specified herein. Use impervious -sheeting curing, except as specified otherwise herein. Do not use membrane -forming compound on surfaces where its appearance would be objectionable, on surfaces to be painted, where coverings are to be bonded to concrete, or on concrete to which other concrete is to be bonded. Maintain temperature of air next to concrete above 40 degrees F for the full curing periods. B. Impervious -Sheeting Curing: Wet entire exposed surface thoroughly with a fine spray of water and then cover with impervious sheeting. Lay sheets directly on concrete surface and overlap 12 inches. Make sheeting not less than 18 inches wider than concrete surface to be cured, and weight down on the edges and over the transverse laps to form closed joints. Repair or replace sheets when torn or otherwise damaged during curing. Leave sheeting on concrete surface to be cured for at least 7 days. 3.8 FIELD QUALITY CONTROL A. Sampling: Collect samples of fresh concrete in accordance with ASTM C 172 during each working day as required to perform tests specified herein. Make test specimens in accordance with ASTM C 31. 1. Consistency Tests: Determine slump in accordance with ASTM C 143. Take samples for slump determination from concrete during placement. Perform tests at the beginning of a concrete placement operation and at subsequent intervals to ensure that specification requirements are met. In addition, perform tests each time test beams and cylinders are made. 2. Flexural Tests: Determine flexural strength in accordance with ASTM C 78. Make four test specimens for each set of tests. Test two specimens at 7 days, and the other two at 28 days. Concrete strength will be considered satisfactory when the minimum of the 28-day test results equals or exceeds the specified 28-day flexural strength, and no individual strength test is less than 550 pounds per square inch. If the ratio of the 7-day strength test to the specified 28-day strength is less than 65 percent, make necessary adjustments for conformance. Frequency of flexural tests on concrete beams shall be not less than four test beams for each 50 cubic yards of concrete, or fraction thereof, placed. Concrete which is determined to be defective, based on the strength acceptance criteria therein, shall be removed and replaced with acceptable concrete. 3. Air Content: Test air -entrained concrete for air content at the same frequency as specified for slump tests. Determine percentage of air in accordance with ASTM C 231 on samples taken during placement of concrete in forms. 4. Surface Tests: After curing, test pavement surface with a straightedge or device which will reveal irregularities in the concrete surface. Remove and replace concrete, mechanically grind or profile concrete surface, or correct surface as approved, for any portion of the pavement which shows irregularities greater than 1/4 inch in 10 feet in a longitudinal and transverse direction. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CONCRETE PAVING SECTION 32 13 13 - 10 5. Tests for Thickness: Measure during concrete placement to determine in -place thickness of concrete pavement. B. Reinforcement: Inspect reinforcement prior to installation to assure it is free of loose, flaky rust, loose scale, oil, mud, or other objectionable material. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SITE CONCRETE FINISHES SECTION 321315 - 1 PART 1 GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes finishes for the following exterior site concrete: 1. Pedestrian concrete pavement. 2. Cast -in -place concrete. B. Related Sections include the following: 1. Division 03 Section Cast -in -Place Concrete for general building applications of concrete. 2. Division 31 Section "Earth Work" for subgrade preparation•, grading, and subbase course. Division 32 Section "Concrete Paving Joint Sealants" for sealants of joints at isolation joints of concrete pavement with adjacent construction. 1.3 SUBMITTALS A. Product Data: For each type of manufactured material and product indicated. B. Material Certificates: Signed by manufacturers certifying that each of the following materials complies with requirements: 1. Isolation Joint filler strip. 1.4 QUALITY ASSURANCE A. Mockups: Cast 24" x 24" mockups of full-size sections of concrete pavement and cast -in - place concrete to demonstrate typical joints, surface finish, texture, color, and standard of workmanship. 1. Build mockups in the location and of the size indicated or, if not indicated, as directed by Architect. 2. Notify Architect seven days in advance of dates and times when mockups will be constructed. 3. Obtain Architect's approval of mockups before starting construction. 4. Maintain approved mockups during construction in an undisturbed condition as a standard for judging the completed pavement. 5. Demolish and remove approved mockups from the site when directed by Architect. 6. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion. 7. Broom Finish Concrete: a. Provide 3 Mock-up samples for broom finish concrete for review and, approval. Provide 1 light broom, 1 medium broom and 1 heavy broom finish mock-up. b. Architect will select finish for broom finish site concrete from these mock-up panels as an approved sample for remaining broom finish concrete on site. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SITE CONCRETE FINISHES SECTION 321315 - 2 ' ' f B. Pre -Installation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination." 1. Before submitting design mixtures, review concrete pavement mixture design and examine procedures for ensuring quality of concrete materials and concrete pavement construction practices. Require representatives, including the following, of each entity directly concerned with concrete pavement, to attend conference: a. Contractor's superintendent. b. Concrete pavement subcontractor. PART 2 PRODUCTS 2.1 RELATED MATERIALS A. Isolation -Joint -Filler Strips: ASTM D 1751, asphalt -saturated cellulosic fiber. Provide in locations as indicated per Drawings. PART 3 EXECUTION 3.1 BROOM FINISHING A. Broom finish direction to be perpendicular to major route of pedestrian travel or as indicated on Drawings. B. Medium -to -Fine -Textured Broom Finish: Draw a soft bristle broom across float -finished concrete surface perpendicular to line of traffic to provide a uniform, fine -line texture. C. Medium -to -Coarse -Textured Broom Finish: Provide a coarse finish by striating float - finished concrete surface 1/8 inch deep with a stiff -bristled broom, perpendicular to line of traffic. 3.2 JOINTS A. Score Joints: Tooled, no shiners B. Control Joints: Tooled, no shiners C. Isolation Joints: Filler strips. 3.3 FIELD QUALITY CONTROL A. Minor variations in appearance of colored concrete which are similar to natural variations in color and appearance of uncolored concrete, are acceptable. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PAVEMENT MARKINGS SECTION 32 17 23 - 1 14 PART GENERAL 1.1 SUMMARY A. Section includes requirements for furnishing and installing pavement markings for parking and roadways. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. Washington State Department of Transportation (WSDOT): 1. SS-1 (2014) Standard Specifications for Road, Bridge, and Municipal Construction. 1.3 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." 1. Manufacturer's catalog data for paints. 2. Material Safety Data Sheets. 1.4 DELIVERY AND STORAGE A. Deliver paints and paint materials in original sealed containers that plainly show the designated name, specification number, batch number, color, date of manufacture, manufacturer's directions, and name of manufacturer. Provide storage facilities at the job site for maintaining materials at temperatures recommended by the manufacturer. 1.5 WEATHER LIMITATIONS A. Apply paint to clean, dry surfaces, and unless otherwise approved, only when air and pavement temperature is at least 5 degrees above the dew point and the air and pavement temperatures are above 50 degrees F and less than 110 degrees F for water -based materials. Maintain paint temperature within these same limits. 1.6 EQUIPMENT A. Machines, tools, and equipment used in the performance of the work shall be maintained in Satisfactory operating condition. 1. Paint Applicator: Provide hand -operated push -type applicator machine of a type commonly used for application of paint to pavement surfaces. Paint applicator machine shall be acceptable for marking small street and parking areas. Applicator machine shall be equipped with the necessary paint tanks and spraying nozzles, and shall be capable of applying paint uniformly at coverage specified. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL 0 PAVEMENT MARKINGS SECTION 32 17 23 - 2 ' PART PRODUCTS 2.1 MATERIALS A. Paints for roads, streets, and pavements: SS-1, Section 9-34.2(3) Low VOC Waterborne Paint. Color as indicated on the drawings. PART 3 EXECUTION 3.1 SURFACE PREPARATION A. Allow new pavement surfaces to cure for a period of not less than 14 days before application of marking materials. Thoroughly clean surfaces to be marked before application of the paint. Remove dust, dirt, and other granular surface deposits by sweeping, blowing with compressed air, rinsing with water, or a combination of these methods as required. Remove residual curing compounds and other coatings adhering to the pavement by waterblasting. Scrub affected areas where oil or grease is present on old pavements to be marked with several applications of trisodium phosphate solution or other approved detergent or degreaser and rinse thoroughly after each application. After cleaning oil -soaked areas, seal with shellac or primer recommended by the manufacturer to prevent bleeding through the new paint. Do not commence painting in any area until pavement surfaces are dry and clean. 3.2 APPLICATION A. Rate of Application: Apply paint evenly to the pavement surface to be coated at a rate of 105 plus or minus 5 square feet per gallon. B. Painting: Apply paint pneumatically with approved equipment at rate of coverage specified herein. Provide guidelines and templates as necessary to control paint application. Take special precautions in marking numbers, letters, and symbols. Manually paint numbers, letters, and symbols. Sharply outline all edges of markings. The maximum drying time requirements of the paint specifications will be strictly enforced, to prevent undue softening of bitumen and pickup, displacement, or discoloration by tires of traffic. Discontinue painting operations if there is a deficiency in drying of the markings until cause of the slow drying is determined and corrected. 3.3 TRAFFIC CONTROL AND PROTECTION A. Place warning signs near the beginning of the work site and well ahead of the work site for alerting approaching traffic from both directions. Place small markers along newly painted lines to control traffic and prevent damage to newly painted surfaces. Mark painting equipment with large warning signs indicating slow -moving painting equipment in operation. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CHAIN LINK FENCING AND GATES SECTION 32 31 13 - 1 PART GENERAL 1.1 SUMMARY A. Section Includes: Requirements for the materials and installation of exterior chain link fencing and gates. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society for Testing and Materials (ASTM): 1. ASTM A 90 (2009) Standard Test Method for Weight of Coating on Iron and Steel Articles with Zinc or Zinc -Alloy Coatings 2. ASTM A 116 (2005) Standard Specification for Metallic -Coated, Steel Woven Wire Fence Fabric 3. ASTM A 153 (2009) Standard Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware 4. ASTM A 702 (1989; R 2006) Standard Specification for Steel Fence Posts and Assemblies, Hot Wrought 5. ASTM A 780 (2001; R 2006) Standard Practice for Repair of Damaged and Uncoated Areas of Hot -Dip Galvanized Coatings 6. ASTM B 117 (2009) Standing Practice for Operating Salt Spray (Fog) Apparatus 7. ASTM B 211 (1995) Specification for Aluminum and Aluminum -Alloy Bar, Rod and Wire 8. ASTM C 94 (2009) Standard Specification for Ready -Mixed Concrete 9. ASTM F 567 (2007) Standard Practice for Installation of Chain -Link Fence 10. ASTM F 626 (2008) Standard Specification for Fence Fittings 11. ASTM F 883 (2004) Padlocks 12. ASTM F 1043 (2008) Strength and Protective Coatings on Metal Industrial Chain - Link Fence Framework 13. ASTM F 1083 (2008) Standard Specification for Pipe, Steel, Hot -Dipped Zinc Coated (Galvanized) Welded, for Fence Structures 14. ASTM G 152 (2006) Operating Open Flame Carbon Arc Light Apparatus for Exposure of Nonmetallic Materials 15. ASTM G 153 (2004) Operating Enclosed Carbon Arc Light Apparatus for Exposure of Nonmetallic Materials 16. ASTM G 154 (2006) Operating Fluorescent Light Apparatus for UV Exposure of Nonmetallic Materials 17. ASTM G 155 (2005a) Operating Xenon Arc Light Apparatus for Exposure of Nonmetallic Materials C. Federal Specifications (FS): 1. FS RR-F-191 (Rev. K) Fencing, Wire and Post Metal (and Gates, Chain -Link Fence Fabric, and Accessories) (General Specification) 2. FS RR-F-191/1 (Rev. D) Fencing, Wire and Post, Metal (Chain -Link Fence Fabric) (Detail Specification) 3. FS RR-F-191/2 (Rev. D) Fencing, Wire and Post, Metal (Chain -Link Fence Gates) (Detail Specification) 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL CHAIN LINK FENCING AND GATES SECTION 32 31 13 - 2 ' ' 4. FS RR-F-191/3 (Rev. D) Fencing, Wire and Post, Metal (Chain -Link Fence Posts, Top Rails and Braces) (Detail Specification) 5. FS RR-F-191/4 (Rev. D) Fencing, Wire and Post, Metal (Chain -Link Fence Accessories) (Detail Specification) 1.3 SUBMITTALS A. Submit the following: Manufacturer's catalog data for chain link fencing components and accessories. 1.4 DELIVERY, STORAGE, AND HANDLING A. Deliver materials to site in an undamaged condition. Store materials off the ground to provide protection against oxidation caused by ground contact. PART PRODUCTS 2.1 CHAIN LINK FENCING AND ACCESSORIES A. FS RR-F-191 and detailed specifications as referenced and other requirements specified. B. Fabric: Federal Specification RR-F-191/1, Type IV, polyvinyl chloride (PVC) coated over zinc - coated, 9-gauge steel. Mesh size 2-inch, selvage knuckled at one selvage and twisted and barbed at the other. Height of fabric as indicated. PVC coating shall be black. Provide one- piece fabric width. C. Posts, Top Rails, Bottom Rails and Braces: Federal Specification RR-F-191/3, Class I steel pipe, Grade A or Grade B for line, end, corner, and pull posts. Braces and rails, Federal Specification RR-F-191/3, Class I, Grade A or Grade B. Provide black PVC color coating, minimum thickness, 0.01 inch. Post and rail sizes shall be as indicated on the drawings. D. Fencing Accessories: All fencing accessories shall be black PVC coated. 1. Caps: Federal Specification RR-F-191/4, formed steel. 2. Rail and Brace Ends: Federal Specification RR-F-191/4, formed steel. 3. Top and Bottom Rail Sleeves: Federal Specification RR-F-191/4, formed steel. Shall allow for expansion and contraction of the rail, shall have a minimum length of 3 inches, and shall be of the same material as the rail. Sleeves shall be installed at 100-foot maximum intervals. 4. Wire Ties and Clips: Federal Specification RR-F-191/4, formed steel. Size shall not be less than the fabric wire gage size and shall have the same coatings. 5. Brace and Tension Bands: Federal Specification RR-F-191/4, formed steel. Brace bands shall be used to secure top rail and brace ends to end, corner, or pull posts. When tension bars are used, tension bands shall be used for securing chain link fabric. The spacing and size of the tension bands on posts shall be as indicated on the drawings. 6. Tension Bars: Federal Specification RR-F-191/4, formed steel. Size as indicated on the drawings. Tension bars shall be of a continuous length compatible with the height of the fence and shall be threaded through the fabric and attached to the posts with tension bands. 7. Tension Wire: No. 7 gage, coil spring, high tensile strength wire. Marcelled and coated with not less than 0.80 ounce zinc per square foot of uncoated wire. 8. Truss Rods: Federal Specification RR-F-191/4, formed steel. Size as indicated on the drawings. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CHAIN LINK FENCING AND GATES SECTION 32 31 13 - 3 9. Miscellaneous Accessories: Unless otherwise specified, miscellaneous items, such as bolts, nuts, and washers, shall be zinc coated steel, manufacturer's standard. E. Gates: FS RR-F-191/2; Type J, single swing and II, double swing as indicated. Shape and size of gate frame as indicated. PVC -coated over zinc -coated steel. Coating for steel latches, stops, hinges, keepers, and accessories, PVC, minimum thickness of 0.01 inch, Provide intermediate members as necessary for gate leaves more than 8 feet wide, to provide rigid construction, free from sag or twist. Provide truss rods or intermediate braces for gate leaves less than 8 feet wide. Attach gate fabric to gate frame in accordance with manufacturer's standards, except that welding is not permitted. F. Concrete: Cast -in -place concrete shall have a minimum compressive strength of 3,000 psi at 28 days. Maximum water/cement ratio shall be 0.45, and concrete shall have air entrainment of 5 percent plus or minus 0.5. G. Grout: Provide grout of proportions one part Portland cement to three parts clean, well -graded sand and a minimum amount of water- to produce a workable mix. PART 3 EXECUTION 3.1 SITE PREPARATION A. Establish a graded, compacted fence line_prior to fencing installation 3.2 FENCE INSTALLATION A. Install fence on prepared surfaces to line and grade indicated. Secure fastening and hinge hardware in place to fence framework by peening or welding. Allow for proper operation of components. Coat peened or welded areas with a repair coating matching original coating. Install fence in accordance with fence manufacturer's written installation instructions except as modified herein. . B. Post Spacing: Provide line posts spaced equidistantly apart and spacing indicated, not exceeding 10 feet on center. Do not exceed 500 feet on straight runs between pull posts. Provide corner or pull posts, with bracing in both directions, for changes in direction of 15 degrees or more, or for abrupt changes in grade. Provide drawings showing location of corner, end, and pull posts. C. Post Setting: Set posts plumb. Allow concrete and grout to cure a minimum of 72 hours before performing other work on posts. Provide concrete bases of dimensions indicated. D. Post Foundation: Provide concrete post foundations. Vibrate concrete to eliminate voids and strike off flush with paving. The top of concrete post shall be trowelled smooth with a slight slope away from the post. E. Bracing: Brace gate, corner, end and pull posts to nearest post with a horizontal brace used as a compression member, placed at least 12 inches below top of fence and one or two (as indicated) diagonal truss rods and tighteners used as tension members. F. Rails: Install rails before installing chain -link fabric. G. Tension Wires: Install tension wires before installing chain -link fabric, and pull wires taut. Place tension wires within 8 inches of respective fabric line. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CHAIN LINK FENCING AND GATES SECTION 32 31 13 - 4 - H. Fabric: Pull fabric taut and secure fabric to top rail and tension wire, close to both sides of each post and at maximum intervals of 24 inches on center. Secure fabric to posts using tension bars, off end, corner, pull, and gate posts for full length of each post. Install fabric on opposite side of posts from area being secured. Install fabric so that bottom of fabric is above ground level as indicated on the drawings. Install fence fabric to provide approximately 2-inch deflection at center of fabric span between two posts, when a force of approximately 30 pounds is applied perpendicular to fabric. Fabric should return to its original position when force is removed. Minor damage to zinc coating of fencing and accessories shall be repaired by thorough cleaning of the damaged surfaces and the application of "GALVACON" or approved equal in strict accordance with the manufacturer's recommendations. 3.3 GATE INSTALLATION A. Install gates plumb, level, and secure, with full opening without interference. Install ground set items in concrete for anchorage as recommended by the fence manufacturer. Adjust hardware for smooth operation and lubricated where necessary. 3.4 ACCESSORIES INSTALLATION A. Post Caps: Install post caps as recommended by the manufacturer. 3.5 CLEANUP A. Remove waste fencing materials and other debris from the project site. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL - IRRIGATION SECTION 328400 - 1 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Includes: 1. Furnish all labor, materials, supplies, equipment, tools, and transportation, and perform all operations in connection with and reasonably incidental to the complete installation of a permanent, underground, automatically controlled irrigation system. 2. In -grade irrigation system will be used in all planting and lawn areas. B. Related sections include the following: 1. Division 32 Section "Turf and Grasses" for turf (lawn) and seeding. 2. Division 32 Section "Plants" for exterior plants and mulch. 3. Division 32 Section "Planting Soil" for planting soils. 1.3 QUALITY ASSURANCE A. Qualifications: The contractor for this work shall be a firm specializing in irrigation work with a minimum 10 years of continuous engagement in landscape irrigation and a minimum of five projects that are similar in scale and complexity. 1.4 SUBMITTALS A. Submit complete materials list prior to performing any work. Submit manufacturer catalog data and full descriptive literature, including current manufacturer's price list. B. Equipment or materials installed or furnished without prior approval of the Architect will be rejected and such materials will be required to be removed and replaced with approved materials at the complete expense of the Contractor. C. Qualifications: Submit statement and outline of landscape subcontractors' qualifications per 1.4 Quality Assurance. D. Record Drawings: Submit 2 copies of As -Built Drawings, for review by Architect. Revise and resubmit 2 copies, after making additions and/or changes requested by Architect for Record Drawings. E. O & M Manual: Submit one copy of the O & M Manual, including the materials described below, for review by Architect: 1. O & M Manual shall be contained within a hard -bound black 3 ring binder, with project title and date appearing on side and front cover. Inside page shall include 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 2 ' project name, date, contractor's name, address, phone number and other contact information. 2. Include cut sheets for all specified products, including exploded versions of valves, with parts clearly labeled. 3. Provide a list of product suppliers, with phone numbers and addresses. 4. Provide detailed recommendations for annual spring start up and fall winterization process. 5. Provide one full size copy of the approved Record Drawings, and warranty information for irrigation. 1.5 PROJECT CONDITIONS: A. Underground utilities and elements: Locate all underground utilities and elements prior to digging and/or driving stakes. Take care, to neither disturb nor damage any existing above ground or underground utilities or elements. Keep streets, sidewalks and site clean, free from debris and affected drains open and free flowing at all times. Engage the services of a private utilities locating service for location of utilities within the site. Contact the Owner for "as -built" information for on -site irrigation and water system information. B. Site inspection and layout: Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades and verify all dimensions and conditions affecting the work to satisfy him/her that he/she may safely proceed. Changes or alterations to the system to meet actual conditions shall be made at the Contractor's expense. Irrigation plan is diagrammatic and is not intended to show exact locations of existing or proposed piping or valves. Locate new items as closely as possible to related curbs, walls, fences or edges of paving. Pipelines shown parallel on drawing may be placed in a common trench but separated by at least 6 inches. 1.6 GUARANTEE A. Contractor shall provide one year written guarantee as per Paragraph 3.9 of this section. B. Guarantee shall include restoration of planted or paved areas due to settlement of trenches. C. Guarantee shall include one complete winterization and one complete de -winterization of the irrigation system. 1.7 EXTRA MATERIALS A. Furnish extra materials that match products installed that are packaged with protective covering for storage and identified with labels describing content. Supply (3) of the following: 1. Pop Up Spray Heads: Supply (3) of each type specified 2. Rotary Nozzles: Supply (3) of each type specified 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL If l IRRIGATION SECTION 328400 - 3 PART 2 - PRODUCTS 2.1 PLASTIC PIPE: A. PVC pipe (mainline) shall be Schedule 40 or better and shall conform to all requirements of ASTM D1785-86. B. All PVC pipe shall be marked with the manufacturer's name, class of pipe and NSF seal. Pipe shall bear no evidence of interior or exterior extrusion marks. Pipe walls shall be uniform, smooth and glossy. Pipe may be pre -belled or with individual solvent -weld couplings. C. All PVC fittings shall be of the solvent weld type except where risers, valves, etc., require threaded transition fittings. All fittings shall conform to the requirements of ASTM D2466-78. All threaded PVC fittings and nipples shall be Schedule 80 or better. D. All PVC pipe must be delivered in at least twenty foot (20') lengths. E. All PVC pipes and fittings for swing joints shall conform to all requirements of ASTM D3139. F. Sleeves required for main lines located under paving shall be Schedule 40 PVC, with the inside diameter (I.D.) of sleeve to be twice the outside diameter.(O.D.) of the insert pipe, maximum 1 insert pipe per sleeve. G. Use Teflon tape on all threaded fittings. H. Primer color shall be purple and glue color shall be grey. 2.2 SLEEVES A. Sleeves required for lateral lines located under paving where vehicles are anticipated shall be Schedule 40 PVC or better. The inside diameter (I.D.) of sleeve to be twice the outside diameter (O.D.) of the insert pipe, maximum 1 insert pipe per sleeve. All wiring shall be in its own separate Schedule 40 PVC sleeve, independent from the piping sleeves. 2.3 QUICK COUPLING VALVES: A. Shall be one inch (1 "), all brass, one- or two- piece bodies, with locking brass tops. Provide five (5) operating keys and hose swivels. B. Quick coupler valve for use of compressed air for winterizing shall be 1" all brass, two-piece bodies with locking brass tops. Provide one (1) operating key on each project. C. Shall be Rainbird 44-LRC or Hunter HQ-44-LRC with locking covers, or approved equal. 2.4 MANUAL CONTROL VALVES A. As Shown on Drawings 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 4 2.5 VALVE BOXES A. Individual gate valves and quick coupler valves shall be enclosed in a 10" round valve box of polyolefin and fibrous material with a latch lock and cover. Box and lid to be black. B. Provide two (2) sets of all keys required for valves, valve box covers, and protective sleeve covers unless otherwise noted. C. Valve boxes shall be as below or approved equal. 1. Ametek or Carson 10 inch diameter round box (for drain valves, quick couplers and gate valves), black color. 2. Ametek or Carson Rectangular Standard Valve box (for automatic control valves), color black 2.6 CONTROL WIRE FOR AUTOMATIC VALVES A. Control wire shall be insulated single strand copper designed for twenty (20) to fifty (50) volts and UL approved as Type U.F. (Underground Feeder). The UL and U.F. designations shall be clearly marked or indented on the insulation jacket of the wire. B. Flow sensor control wire: Houston Wire D1501802 (direct bury, shielded, 2-18 gauge copper wires, drain wire) or approved. C. Expansion curls shall be provided within three (3) feet of each wire connection to solenoid and at least every three hundred (300) feet in length of control wire length. Expansion curls are formed by wrapping at least 5 turns of control wire around a rod or pipe 1" or more in diameter. Withdraw the rod or pipe once curls are formed. D. Copper conductors must meet or exceed ASTM B-3 requirements. E. White, black and orange color wires shall be used. F. One spare wire (orange) for each 4 zones is required unless otherwise shown on the Drawings. 2.7 CONTROLLER A. New irrigation zones shall tie into existing pedestal controller. Refer to plans. 2.8 SPRINKLERS A. All heads shall have a built-in pressure -regulating device. The.device shall regulate nozzle pressure to the design pressure. The pressure -regulating device shall be an internal part of the pop-up stem. B. The heads shall have matched precipitation rate nozzles with adjusting screws. C. All heads. shall have screens under the nozzles. D. When noted on schedule, the heads shall be equipped with check valves to prevent low head drainage. E. Sprayheads shall be per drawings or approved equal. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 5 2.9 RISERS AND SWING JOINTS A. Quick coupler swing joints must be constructed according to the Details. B. All threaded joints are to have Teflon tape or pipe dope applied to male threads only. C. Quick couplers shall have swing joints that allow the head to be set perpendicular and flush with finish grades. 2.10 OTHER SUPPLIES A. Electrical tape shall be black plastic, three-quarters inch (3/4") wide and a minimum of 0.007 inches thick and the all-weather type. B. Teflon tape shall be used for all threaded connections. Tape shall be set back a minimum of one quarter inch (1/4") into the pipe threading. 2.11 IDENTIFICATION A. Underground - Type Plastic Line Markers: Permanent, bright -colored, continuous -printed plasticized aluminum tape, intended for direct -burial service; not less than 3" wide x 5 mils thick. Provide blue tape with black printing reading "CAUTION IRRIGATION LINE BURIED BELOW". Line Tec. Inc., PO Box 67, Glen Ellyn, IL 60138. Detectable Marking Tape; Allen Systems, P.O. Box 33569, Houston, TX 77233 (713)943-7213, (800) 231-2077; or Magnatec by Thor Enterprises, Inc. P.O. Box 450, Sun Prairie, WI 53590. B. Christy's identification tags manufactured from polyurethane Behr Desopan, incorporating an integral attachment neck and reinforced attachment hole and will be capable of withstanding 180 pounds pull force. Tag shall be 2 1/4" x 2 3/4" in size. All lettering shall be hot stamped in black and capable of withstanding outdoor use. Tag color shall be yellow. Marking tag shall be double side stamp with zone valve number. 2.12 BACKFILL MATERIAL A. Sand for backfill around all irrigation heads use: common builder's sand. B. Suitable bedding material for use around all pipes and equipment as shown on the Details, use: native topsoil with no rocks or other debris more than 1 inch diameter or common builder's sand. PART 3 - EXECUTION 3.1 GENERAL A. Pre -installation Conference: Prior to installation of any irrigation equipment, (not including sleeving), contractor to arrange an on -site pre -installation conference to include, at a minimum, the landscape architect, landscape contractor foreman, general contractor field 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 6 ' representative. The intent of the meeting is to review the proposed irrigation system design, installation procedures, schedule, and other related work 3.2 , INSPECTIONS AND REVIEWS A. Site Inspections: Verify site conditions, including meeting with facilities staff. Note irregularities affecting work of this section. Report irregularities to the Architect prior to beginning work. 2. Beginning work of this section implies acceptance of existing conditions. B. Irrigation System Layout Review: Irrigation system layout review will occur after the layout has been completed. Notify the Architect five (5) working days in advance of review. 2. Verify locations of underground utilities 3.3 LAYOUT OF WORK A. Before starting work, determine that work may proceed without disruption of activities of other trades. B. The Contractor shall carefully check grades to ensure that area is ready to begin work. C. Contractor is responsible for taking all reasonable investigative actions and precautions when working around all utility systems 3.4 TRENCHING A. The contractor will save and maintain any sod from the ditches and replace it after sprinkler installation. Sod shall not be displaced for more than 48 hours. Survival of the sod shall be warranted as specified. B. Exercise care when excavating trenches near existing trees. Where roots are two inches (2") and greater in diameter hand excavate and tunnel. When large roots are exposed, wrap with heavy burlap for protection and prevent excessive drying. Trenches dug by machines adjacent to trees having roots two inches (2") and less in diameter shall have the sides hand trimmed making a clean cut of the roots. Trenches having exposed tree roots shall be back -filled within twenty-four (24) hours unless adequately protected with moist burlap or canvas. C. The planting soil shall be kept separate from subsoil and shall be replaced as the top layer when backfill is made. D. Trenches shall be excavated for all pipe to provide the minimum depth of cover below finish grade of 24" for live lines (mains), no wider at any point than is necessary to lay the pipe or 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 7 install equipment. Trenches shall be excavated with vertical sides. Locate outside of paved areas wherever possible. E. Materials unsuitable for bedding of pipe to be removed to a depth 4" below trench bottom, and replaced with suitable bedding material. Suitable bedding material shall be: excavated trench material, free from rocks, roots, sticks, debris or other sharp objects over one inch in diameter; or sand, as required. F. All trenches must be straight, with appropriate pipe -fittings used to allow pipe to be laid without undue bending and not have abrupt changes in grade. G. The trench bottom must be free of rocks or sharp -edged objects. H. The use of an underground vibratory plow or similar device to pull pipe will not be permitted. 3.5 INSTALLATION A. PVC Pipe and Fittings: 1. The Contractor shall exercise care in handling, loading, unloading and storing to avoid damage. The pipe and fittings shall be stored under cover, and shall be transported in a vehicle with a bed long enough to allow the length of pipe to lay flat, so as not to be subject to undue bending or concentrated external load at any point. Any pipe that has been dented or damaged shall be discarded until such damage has been cut out and the pipe is rejoined with a coupling. 2. PVC pipe ends shall be cut to ninety (90) degrees to the pipe length and cleaned of all cutting burrs prior to cementing. Use approved reaming tool. Pipe ends shall be wiped clean with a rag and lightly wetted with PVC primer. Cement shall be applied with a light coat on the inside of the fitting and heavier coat on the outside of the pipe. Pipe shall be inserted into the fitting and given a quarter turn to seat the cement. Excess cement shall be wiped from the outside of the pipe. Pipe will be tested as indicated elsewhere in these specifications. No back filling will be permitted other than at the centers of pipe lengths until the pressure test is completed. 3. Appropriate primer shall be used with solvent glue. Solvent welded joints shall be given at least fifteen (15) minutes set-up time before moving or handling. Pipe shall be partially center loaded to prevent arching and slipping. No water shall be permitted in pipe until a period of at least ten (10) hours has elapsed for solvent weld setting and curing. 4. Before pressure testing, soluble weld joints shall be given at least twenty-four (24) hours curing time. 5. No PVC pipe may be threaded or connected to a threaded fitting without an adapter. Use Teflon tape on all male threads. 6. Great care must be taken to insure that the inside of the pipe is absolutely clean. Any pipe ends not being worked on must be protected and not left open. B. Control Wiring: Control wires are to be taped together at five (5) foot intervals with electrical tape; then this bundle is to be taped to the bottom of the supply line at ten foot (10') intervals with at least three (3) wraps of electrical tape. A bare copper wire #14 or greater, will be installed on top of the PVC supply line for future detection with the wire ends clearly exposed in the valve boxes. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 8 2. Tie a loose 24 inches long loop in all wiring at changes of direction greater than 30 degrees. Untie all loops after all connections have been made. 3. Splices will be permitted only at junction boxes, valve boxes, or at control equipment and never between valves or valve and controller. A minimum of 24 inches of excess conductor shall be left at all splices, terminal and control valves to facilitate inspection and future splicing. All splices must be encapsulated,with sealant in approved splice kit. 4. One unconnected spare orange control wire (one spare wire for each 5 valves) is to be run from the controller through each intermediate control valve box. Provide a twenty-four inch (24") long, tight loop in each box. Where control valves run in opposite directions from the controller, run a separate spare wire in each direction. 5. A schedule diagram shall be posted in the controller to facilitate the selection of the valves to be operated. 6. Location and type of monitoring of controllers shall be directed by the Owner or as shown on the Plans. 7. Minimum size of wire is to be determined strictly by the following chart: No. of Maximum Length of Common Wire Valves 500' 1000' 2000' 3000' 1 14 14 14 14 2 14 14 14 10 3 14 14 10 8 4 14 14 10 8 5 14 10 8 6 6 14 10 6 6 7 14 8 6 4 8 14 8 6 4 9 14 8 4 4 10 10 6 4 2 11 10 6 4 - 8. The control wires shall be color coded as follows: a. Neutral or common wire - White. b. Lead-in wire - Black. C. Extra wire — Orange 9. Control wires to be installed in 1 1/2 inch minimum PVC schedule 40 sleeve under all paved areas. C. Sleeves: Trenches located under areas of existing or new paving shall have sleeves installed. Sleeves shall extend 12" beyond the pavement on each side. Trenches shall be back -filled with sand (6 inches above and 4 inches below the pipe) and compacted in layers to 95% compaction, using manual or mechanical tamping devices. Trenches for piping shall be compacted to equal the compaction of the existing adjacent undisturbed soil and shall be left in firm unyielding condition. All trenches shall be left flush with the adjoining grade. The Contractor shall set in place; cap and pressure test all piping under paving prior to paving work. D. Risers and Swing Joints: All pop-up sprinkler heads and quick coupler swing joints must be constructed according to the Details. Minimum riser size shall be the pipe size of the sprinkler head. 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 9 3. All threaded joints are to have Teflon tape or pipe dope applied to male threads only. 4. Risers are to be capped after installation in preparation for pressure testing. 5. All pop-up sprinkler heads and quick couplers shall have swing joints that allow the head to be set perpendicular and flush with finish grades. E. Pop-up Sprinkler Heads: 1. Install heads as designated on the Plans and Details. 2. Spacing of heads shall not exceed spacing shown on the Plans for any reason. 3. Heads along curbs, walks, paving, etc. shall be placed 1/2 inch above finish grade and no closer than 4 inches from paving edge. 4. All heads shall be set perpendicular to finish grade unless otherwise designated on the plans. 5. Backfill around heads with sand per the Details. F. Automatic controller: Wire new zones to existing automatic controller. Program new zones to operate with existing zone scheduling. G. Quick Couplers: All quick coupling valves shall be installed in a 10" diameter valve box as shown in the Details. H. Backfilling: 1. Back -filling shall be done when pipe is not in an expanded condition due to heat or pressure. Cooling of the pipe can be accomplished by operating the system for a short time before back -fill, or by back -filling in the early part of the morning before the heat of the day. 2. In refilling the trenches, the fill around, 4 inches below, and 6 inches above the pipe and fittings shall be suitable bedding material or sand, as required, and tamped. The remainder of the backfill shall contain no lumps or rocks larger than three inches. A six inch separation is required between all pipes when more than one pipe occupies the trench. If no sodding is required, the top 6 inch of backfill shall be replaced by topsoil where it exists (free of rocks over one inch, subsoil or trash) or selected fill soil or sand if soil conditions are rocky. 3. All roots, rocks and surplus excavation shall be removed from the site unless otherwise directed. Any turf areas buried under ditch excavation shall be raked clean of any excavated material. 4. Trenches under roads or paved areas shall be back -filled and tamped with a mechanical tamper in successive six inch (6") lifts. Paving shall be replaced to the satisfaction of the Architect. 5. Prior to completing backfill, place detection tape 12 inches above installed supply mains for future line detection. Provide extra length to clearly expose ends in the valve boxes. 6. Before complete back -filling, all underground appurtenances including, valves, drain valves, and joints must remain exposed so that they can be viewed during testing and located "as -built' by the Owner. It is suggested that the Contractor partially backfill the pipe as it is laid, leaving all joints exposed; then complete back -filling later after flushing, pressure testing, inspection and "record drawing" location. The location, inspecting and testing provisions of these specifications will be strictly adhered to. If, for any reason, any part of the system is back -filled before approved location, testing, or inspection is authorized, it must be completely uncovered and exposed until approved for back -filling by the Architect 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 10 3.6 CLEAN-UP A. Upon completion of operations and prior to watering, clean all adjoining areas such as paving, curbs, and lawns of debris caused by the work on this project, or any part of this project. All hard surfaced areas shall be washed clean. Daily clean up shall be required on all areas used for circulation, parking, or other daily use. 3.7 TESTING AND INSPECTIONS A. Pressure Testing: 1. Make hydrostatic tests only in the presence of the Owner and Architect. No pipe shall be backfilled until it has been inspected, tested and approved. 2. Furnish necessary pump, gauges and all other test equipment. 3. All PVC main lines with valves installed and closed shall be flushed and pressure tested with all joints exposed to one hundred fifty (150) psi until watertight. Maximum psi loss in a thirty (30) minute test period shall be five (5) PSI. 4. To be valid, all tests must be witnessed and approved by the Owner. The contractor must give the Owner forty eight (48) hours notice prior to the anticipated date of inspection. 5. All gauges used in the testing of water pressures shall be certified correct by an independent testing laboratory immediately prior to use on the project. Gauges shall be re -tested when directed by the Owner. 6. All testing shall be approved prior to installation of valves. B. Coverage Test: 1. Before the irrigation system will be accepted, the Contractor, in the presence of the Architect, shall perform a water coverage test for each zone of the system. Contractor to be responsible to change nozzles, etc. at discretion of Architect in order to obtain full coverage with minimum over spray. Contractor will be required to adjust and/or replace nozzles, etc. to meet this requirement. Prior to arrival of Architect, the Contractor shall accomplish the following: complete all work including balancing, adjusting the system (pressure reducing valves, flow adjustment keys, nozzles, etc.) to provide optimum coverage without fogging. 2. Notify the Architect at least 5-days in advance of coverage test. C. Complete System Inspection (Punch List): 1. Upon approved completion of trenching and installation of all equipment, the Contractor shall request a Complete System Inspection of the entire irrigation system including: backfilling, valves, valve boxes and all other equipment. 2. From this inspection, a punch list shall be prepared by the Architect and presented to the Contractor for completion. The Architect shall give a date for completion of the punch list, not to exceed two weeks. 3. Notify the Architect at least forty-eight (48) hours in advance of Complete System Inspection. D. Substantial Completion: 1. Contractor shall write a letter to the Owner requesting substantial completion of the irrigation system. 2. Refer to General Conditions of these specifications for information about how the irrigation system shall be determined to be substantially complete. E. System Operations Orientation: 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 11 1. System Operation Training Session: a. Prior to the training and orientation session. The date and time of the session shall be subject to approval of the Owner. b. The As Built plans shall be reviewed and all features explained. The As Built plans shall consist of red -lined corrections, notes, comments, etc. on a clean print. All critical dimensions shall be shown to the nearest inch. The Architect shall review and approve the As Built plan submitted and prepare Record Drawings on Mylar for archive storage. C. A complete maintenance and operations manual will be prepared by the Contractor and three copies turned over to the Owner at the final inspection. The manuals shall consist of three ring binders containing: (1) catalogs of all materials used, (2) a complete parts list of all materials, (3) a written summary of all operations data including spring start-up and winterization techniques, controller programming, valve cleaning, irrigation adjustments and any other information required to operate and maintain system, (4) two local distributors. 2. The contractor shall provide the Owner the necessary keys and/or other tools necessary to operate/drain/activate the system and spend sufficient time with the Owner to insure that the system operation/maintenance/winterizing can continue after departure of the Contractor. The Contractor will be liable for all damages or losses resulting from failure to comply with the provisions of this paragraph. F. Controller Charts: a. As Built drawings shall be approved by the Architect before charts are prepared. The chart shall be a reduction of the actual As Built Drawing prepared by the Architect. b. Provide one controller chart per controller. Controller chart shall fit in behind controller door. C. Chart shall be a blackline print with a different pastel transparent color to show each separate zone. Verify that the zone number as shown on the Controller Chart matches the number on the actual control valve identification tag d. When completed and approved, hermetically seal the chart between two pieces of plastic. e. The charts shall be completed before the project can be considered complete. 1. The contractor shall provide the Owner the necessary keys and/or other tools necessary to operate/drain/activate the system and spend sufficient time with the Owner to insure that the system operation/maintenance/winterizing can continue after departure of the Contractor. The Contractor will be liable for all damages or losses resulting from failure to comply with the provisions of this paragraph. G. Functional Test: 1. Functional test of the control system shall be performed and demonstrate that all parts of the control system function as specified or intended. The functional test for each new system shall consist of not less than 30 days of continuous, satisfactory operation. H. Any materials determined to be faulty in part of the installation shall be replaced or corrected by the Contractor at his expense in a manner respective to the Plans, Details and other sections of this Specification. In the event of a system failure due to a faulty part of installation, the 30 day period will be repeated until testing is complete I. Any materials determined to be faulty in part of the installation shall be replaced or corrected by the Contractor at his expense in a manner respective to the Plans, Details and other sections of this Specification. In the event of a system failure due to a faulty part of installation, the 30 day period will be repeated until testing is complete 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 12 3.8 FINAL COMPLETION A. Upon completion and approval of all tests, inspections, training, manuals, as -built drawings, and other requirements of this Section, the Owner shall write a letter to the Contractor transferring the project to the Owner's Maintenance and Operation's personnel. B. Completion of the system will be contingent upon Contractor providing signed and approved irrigation/plumbing/health/electrical permits as may be applicable. 3.9 GUARANTEE A. Contractor shall submit a written guarantee, in approved form, stating that all work showing defects in materials or workmanship will be repaired or replaced at no cost to the Owner for a period of one (1) year from date of Final Completion. B. A final site meeting shall take place eleven months after the date of final Completion. The system shall be examined by the Owner to determine if the system requires alterations or replacements covered in the Guarantee. C. The sample Guarantee Form following this section may be re -typed on Contractor's letterhead and contain the following information: 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL IRRIGATION SECTION 328400 - 13 GUARANTEE FOR IRRIGATION SYSTEM Museum of Flight Airpark We hereby guarantee that the irrigation system we have furnished and installed for the Museum of Flight Space Shuttle Gallery is free from defects in materials and workmanship, and the work has been completed in accordance with the drawings and specifications, ordinary wear and tear and unusual abuse, or neglect excepted. We agree to repair or replace any defects in materials or workmanship, which may develop during the period of one year from date of Final Completion. We also agree to correct any damage resulting from the repairing or replacing of such defects at no additional cost to the Owner. We shall make such repairs or replacements within a reasonable time, as determined by the Owner, after receipt of written notice. In the event of our failure to make such repair or replacements within a reasonable time after receipt of written notice, we authorize the Owner to proceed to have said repairs or replacements made at our expense and we will pay the costs and charges therefore upon demand. Project Name: Designer of Work: Project Location: Authorized Contractor Representative Signed: Date Title: Approved by: _ (Project Owner) effective Dates of Guarantee Start (Approved Date of Final Completion): Warranty Testing Date / Completion of Guarantee Period: END OF SECTION 328400 214012 COVERED AIRPARK 012615 MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 1 PART GENERAL 1.1 SUMMARY A. The scope of work includes all labor, materials, tools, supplies, equipment, facilities, transportation and services necessary for, and incidental to performing all operations in connection with furnishing, delivery, and installation of Planting Soil and /or the modification of existing site soil for use as Planting Soil, complete as shown on the drawings and as specified herein. B. The scope of work in this section includes, but is not limited to, the following: 1. Locate, purchase, deliver and install Imported Planting Soil and soil amendments. 2. Locate, purchase, deliver and install subsurface Drain Lines. 3. Fine grade Planting Soil. 4. Install Compost into Planting Soil. 5. Clean up and disposal of all excess and surplus material. 1.2 CONTRACT DOCUMENTS A. Shall consist of specifications, general conditions, and the drawings. The intent of these documents is to include all labor, materials, and services necessary for the proper execution of the work. The documents are to be considered as one. Whatever is called for by any parts shall be as binding as if called for in all parts. 1.3 RELATED DOCUMENTS AND REFERENCES A. Related Documents: 1. Drawings and general provisions of contract, including general and supplementary conditions and Division I specifications, apply to work of this section. 2. Related Specification Section a. Division 32 — Planting B. References: The following specifications and standards of the organizations and documents listed in this paragraph form a part of the Specification to the extent required by the references thereto. In the event that the requirements of the following referenced standards and specification conflict with this specification section the requirements of this specification shall prevail. In the event that the requirements of any of the following referenced standards and specifications conflict with each other the more stringent requirement shall prevail. 1. ASTM: American Society of Testing Materials cited section numbers. 2. U.S. Department of Agriculture, Natural Resources Conservation Service, 2003. National Soil Survey Handbook, title 430-VI. Available Online. 3. US Composting Council www.compostingcouncil.orq and http://com ipostingcou ncil. org/admin/wp-content/pl Uq i ns/wo- pdfupload/,ndf/991/LandscapeArch Specs.pdf. 4. Methods of Soil Analysis, as published by the Soil Science Society of America (http://www.soils.org/). 5. Up by Roots: healthy soils and trees in the built environment. 2008. J. Urban. International Society of Arboriculture, Champaign, IL. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 2 1.4 VERIFICATION A. All scaled dimensions on the drawings are approximate. Before proceeding with any work, the Contractor shall carefully check and verify all dimensions and quantities, and shall immediately inform the Owner's Representative of any discrepancies between the information on the drawings and the actual conditions, refraining from doing any work in said areas until given approval to do so by the Owner's Representative. 1.5 PROTECTION OF WORK, PROPERTY AND PERSON A. The Contractor shall adequately protect the work, adjacent property, and the public, and shall be responsible for any damages or injury due to the Contractor's actions. 1.6 CHANGES IN WORK A. The Owner's Representative may order changes in the work, and the contract sum adjusted accordingly. All such orders and adjustments plus claims by the Contractor for extra compensation must be made and approved in writing before executing the work involved. B. All changes in the work, notifications and contractor's request for information (RFI) shall conform to the contract general condition requirements. 1.7 CORRECTION OF WORK A. The Contractor shall re -execute any work that fails to conform to the requirements of the contract and shall remedy defects due to faulty materials or workmanship upon written notice from the Owner's Representative, at the soonest possible time that can be coordinated with other work and seasonal weather demands but not more than 180 (one hundred and eighty) days after notification. 1.8 DEFINITIONS A. Amendment: material added to Topsoil to produce Planting Soil Mix. Amendments are classified as general soil amendments, fertilizers, biological, and pH amendments. B. Compost: well decomposed stable organic material as defined by the US Composting Council and further defined in this specification. C. Ped: a clump or clod of soil held together by a combination of clay, organic matter, and fungal hyphae, retaining the original structure of the harvested soil. D. Planting Soil: Topsoil, or Planting Soil Mixes which are imported or existing at the site, or made from components that exist at the site, or are imported to the site; and further defined in this specification. 1.9 SUBMITTALS A. See the contract General Conditions for policy and procedures related to submittals. B. Submit all product submittals eight weeks prior to the start of the soil work. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 3 C. Product data and certificates: For each type of manufactured product, submit data and certificates that the product meets the specification requirements, signed by the product manufacturer, and complying with the following: 1. Submit manufacturers or supplier's product data and literature certified analysis for standard products and bulk materials, complying with testing requirements and referenced standards and specific requested testing. a. For each Compost product submit the following analysis by a recognized laboratory: 1) pH 2) Salt concentration (electrical conductivity) 3) Moisture content %, wet weight basis 4) Particle size % passing a selected mesh size, dry weight basis 5) Stability carbon dioxide evolution rate mg CO2-C per g OM per day 6) Solvita maturity test 7) Physical contaminants (inerts) %, dry weight basis 8) US EPA Class A standard, 40CFR § 503.13, Tables 1 and 3 levels Chemical Contaminants mg/kg (ppm) b. For Coarse Sand product submit the following analysis by a recognized laboratory: 1) pH 2) Particle size distribution (percent passing the following sieve sizes): 3/8 inch (9.5 mm) No 4 (4.75 mm) No 8 (2.36 mm) No 16(1.18 mm) No 30 (.60 mm) No 50 (30 mm) No 100 (.15 mm) No 200 (.075 mm) D. Samples: Submit samples of each product and material, where required by Part 2 of the specification, to the Owner's Representative for approval. Label samples to indicate product, characteristics, and locations in the work. Samples will be reviewed for appearance only. 1. Submit samples a minimum of 4 weeks prior to the anticipated date of the start of soil installation. 2. Samples of all Topsoil, Coarse Sand, Compost and Planting Soil shall be submitted at the same time as the particle size and physical analysis of that material. E. Soil testing for Imported Planting Soil and Planting Soil Mixes. 1. Planting Soil Mix testing: Submit soil test analysis report for each sample of Planting Soil from an approved soil -testing laboratory and where indicated in Part 2 of the specification as follows: a. Submit Planting Soil, Compost, and Coarse Sand for testing at least 8 weeks before scheduled installation of Planting Soil Mixes. Submit Planting Soil Mix test no more than 2 weeks after the approval of the Topsoil, Compost and Coarse Sand. Do not submit to the testing laboratory, Planting Soil Mixes, for testing until all Topsoil, Compost and Coarse Sand have been approved. b. If tests fail to meet the specifications, obtain other sources of material, retest and resubmit until accepted by the Owner's Representative. c. All soil testing will be at the expense of the Contractor. 2. Provide a particle size analysis (% dry weight) and USDA soil texture analysis. Soil testing of Planting Soil Mixes shall also include USDA gradation (percentage) of gravel, coarse sand, medium sand, and fine sand in addition to silt and clay. 3. Provide the following other soil properties: 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 4 a. pH and buffer pH. b. Percent organic content by oven dried weight. c. Nutrient levels by parts per million including: phosphorus, potassium, magnesium, manganese, iron, zinc and calcium. Nutrient test shall include the testing laboratory recommendations for supplemental additions to the soil for optimum growth of the plantings specified. d. Soluble salt by electrical conductivity of a 1:2 soil water sample measured in Milliohm per cm. e. Cation Exchange Capacity (CEC). 1.10 PRE -CONSTRUCTION CONFERENCE A. Schedule a pre -construction meeting with the Owner's Representative at least seven (7) days before beginning work to review any questions the Contractor may have regarding the work, administrative procedures during construction and project work schedule. 1.11 QUALITY ASSURANCE A. Installer Qualifications: The installer shall be a firm having at least 5 years of experience of a scope similar to that required for the work, including the preparation, mixing and installation of soil mixes to support planting. The installer of the work in Section: Planting, shall be the same firm installing the work in this section. 1. The bidders list for work under this section shall be approved by the Owner's Representative. 2. Installer Field Supervision: When any Planting Soil work is in progress, installer shall maintain, on site, an experienced full-time supervisor who can communicate with the Owner's Representative. 3. Installer's field supervisor shall have a minimum of five years experience as a field supervisor installing soil, shall be trained and proficient in the use of field surveying equipment to establish grades and can communicate with the Owner's Representative. 4. The installer's crew shall be experienced in the installation of Planting Soil, plantings, and irrigation (where applicable) and interpretation of planting plans, soil installation plans, and irrigation plans (where applicable). 5. Submit references of past projects and employee training certifications that support that the Contractors meet all of the above installer qualifications and applicable licensures. B. Soil testing laboratory qualifications: an independent laboratory, with the experience and capability to conduct the testing indicated and that specializes in USDA agricultural soil testing, Planting Soil Mixes, and the types of tests to be performed. Geotechnical engineering testing labs shall not be used. C. All delivered and installed Planting Soil shall conform to the approved submittals sample color, texture and approved test analysis. 1. The Owner's Representative may request samples of the delivered or installed soil be tested for analysis to confirm the Planting Soil conforms to the approved material. 2. All testing shall be performed by the same soil lab that performed the original Planting Soil testing. 3. Testing results shall be within 10% plus or minus of the values measured in the approved Planting Soil Mixes. 4. Any Planting Soil that fails to meet the above criteria, if requested by the Owner's Representative, shall be removed and new soil installed: 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 5 1.12 SITE CONDITIONS A. It is the responsibility of the Contractor to be aware of all surface and subsurface conditions, and to notify the Owner's Representative, in writing, of any circumstances that would negatively impact the health of plantings. Do not proceed with work until unsatisfactory conditions have been corrected. 1. Should subsurface drainage or soil conditions be encountered which would be detrimental to growth or survival of plant material, the Contractor shall notify the Owner's Representative in writing, stating the conditions and submit a proposal covering cost of corrections. If the Contractor fails to notify the Owner's Representative of such conditions, they shall remain responsible for plant material under the warrantee clause of the specifications. 2. This specification requires that all Planting Soil and Irrigation (if applicable) work be completed and accepted prior to the installation of any plants. 1.13 SOIL COMPACTION —GENERAL REQUIREMENTS A. Except where more stringent requirements are defined in this specification. The following parameters shall define the general description of the threshold points of soil compaction in existing, modified or installed soil and subsoil. B. The following are threshold levels of compaction as determined by each method. 1. Acceptable Compaction: Good rooting anticipated, but increasing settlement expected as compaction is reduced and/or in soil with a high organic matter content. a. Bulk Density Method — Varies by soil type see Chart on page 32 in Up By Roots. b. Standard Proctor Method — 75-85%; soil below 75% is unstable and will settle excessively. C. Penetration Resistance Method — about 75-250 psi, below 75 psi soil becomes increasingly unstable and will settle excessively. 2. Root limiting Compaction: Root growth is limited with fewer, shorter and slower growing roots. a. Bulk Density Method — Varies by soil type see Chart on page 32 in Up By Roots. b. Standard Proctor Method — above approximately 85%. C. Penetration Resistance Method — about 300 psi. 3. Excessive Compaction: Roots not likely to grow but can penetrate soil when soil is above field capacity. a. Bulk Density Method — Varies by soil type see Chart on page 32 in Up By Roots. b. Standard Proctor Method — Above 90%. C. Penetration Resistance Method — Approximately above 400 psi 1.14 DELIVERY, STORAGE, AND HANDLING A. Weather: Do not mix, deliver, place or grade soils when frozen or with moisture above field capacity. B. Protect soil and soil stockpiles, including the stockpiles at the soil blender's yard, from wind, rain and washing that can erode soil or separate fines and coarse material, and contamination by chemicals, dust and debris that may be detrimental to plants or soil drainage. Cover stockpiles with plastic sheeting or fabric at the end of each workday. C. All manufactured packaged products and material shall be delivered to the site in unopened containers and stored in a dry enclosed space suitable for the material and meeting all environmental regulations. Biological additives shall be protected from extreme cold and heat. All 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 6 products shall be freshly manufactured and dated for the year in which the products are to be used. D. Deliver all chemical amendments in original, unopened containers with original labels intact and legible, which state the guaranteed chemical analysis. Store all chemicals in a weather protected enclosure. E. Bulk material: Coordinate delivery and storage with Owner's Representative and confine materials to neat piles in areas acceptable to Owner's Representative. PART 2-PRODUCTS 2.1 MODIFIED EXISITNG SOIL A. General definition: Surface soil in the areas designated on the soils plan as Modified Existing Soil has been altered and or graded before or during the construction process but is still considered acceptable for planting and long term health of the plants specified with the proposed modifications. Modifications respond to the soil problems expected or encountered. The Owner's Representative shall verify that the soil in the designated areas is suitable for modification at the beginning of planting bed preparation work in that area. 1. The Owner's Representative shall verify that the soil in the designated areas is suitable for the specified modification at the beginning of planting bed preparation work in that area. In the event that the work of this project construction has damaged the existing soil in areas designated for modification to the point where the soil is no longer suitable to support the plants specified with the specified modification, the Owner's Representative may require further modification of the damaged soil up to an including removal and replacement with soil of equal quality to the soil that would have resulted from the modification. Damage may include further compaction, contamination, grading, creation of hard pan or drainage problem, and loss of the O, and or A horizon. 2. General requirements for all soil modifications: a. Take soil samples, test for chemical properties, and make appropriate adjustments. b. Unless otherwise instructed, remove all existing plants, root thatch, and non -soil debris from the surface of the soil using equipment that does not add to the compaction in the soil. c. All soil grading, tilling and loosening must be completed at times when the soil moisture is below field capacity. Allow soil to drain for at least two days after any rain event more than 1 inch in 24 hours, or long enough so that the soil does not make the hand muddy when squeezed. d. Provide pre -emergent weed control after the soil work is complete and plants planted but prior to adding mulch to the surface, if indicated by weed type and degree of threat. B. Modified existing soil — soil removed, stockpiled, and spread 1. Description of condition to be modified: Existing soil that is suitable for reuse as Planting Soil but is in the wrong place of elevation, or cannot be adequately protected during construction. Soil is to be harvested, stockpiled and re -spread with or without further modifications as indicated. 2. Modifications: a. Excavate existing soil from the areas and to depths designated on the drawings. Stockpile in zones noted on the drawings or in areas proposed by the Contractor. 1) Prepare a soil stock pile plan for approval. b. Excavate soil using equipment and methods to preserve the clumps and peds in the soil. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 7 Generally this means using the largest piece of equipment that is practical for the project size and scope. c. Protect stock piles from erosion by compacting or tracking the soil surface, covering with breathable fabric or planting with annual grasses as appropriate for the season, location, and length of expected time of storage. d. Re -spread soil as required in Part 3 of this specification. C. Modified existing soil — low organic matter 1. Description of condition to be modified: Low soil organic matter arid/or missing A horizon but soil is not compacted except for some minor surface compaction. The soil organic matter, pH and/or chemistry are likely not suitable for the proposed plants and should be modified as required. 2. Modifications: a. Spread 3 - 4 inches of Compost over the surface of the soil and make chemical adjustment as recommended by the soil test. b. Till Compost into the top 6 inches of the soil. 2.2 PLANTING SOIL MIXES A. General definition: Mixes of Existing Soil or Imported Topsoil, Coarse Sand, and or Compost to make a new soil that meets the project goals for the indicated planting area. These may be mixed off site or onsite, and will vary in Mix components and proportions as indicated. B. Planting Mix - moderately slow draining soil for trees and shrub beds 1. A Mix of Imported Topsoil, Coarse Sand and Compost. The approximate Mix ratio shall be: Mix component % by moist volume Imported Topsoil unscreened 45-50% Coarse sand 40-45% Compost 10% 2. Final tested organic matter between 2.75 and 4% (by dry weight). 3. Mix the Coarse Sand and Compost together first and then add to the Topsoil. Mix with a loader bucket to loosely incorporate the Topsoil into the Coarse Sand/Compost Mix. DO NOT OVER MIX! Do not mix with a soil blending machine. Do not screen the soil. Clumps of Soil, Compost and Coarse Sand will be permitted in the overall Mix. 4. At the time of final grading, add fertilizer if required to the Planting Soil at rates recommended by the testing results for the plants to be grown. 5. Provide a two gallon sample with testing data that includes recommendations for chemical additives for the types of plants to be grown. Samples and testing data shall be submitted at the same time. 2.3 IMPORTED TOPSOIL A. Imported Topsoil definition: Fertile, friable soil containing less than 5% total volume of the combination of subsoil, refuse, roots larger than 1 inch diameter, heavy, sticky or stiff clay, stones larger than 2 inches in diameter, noxious seeds, sticks, brush, litter, or any substances deleterious to plant growth. The percent (%) of the above objects shall be controlled by source selection not by screening the soil. Topsoil shall be suitable for the germination of seeds and the support of vegetative growth. Imported Topsoil shall not contain weed seeds in quantities that cause noticeable weed infestations in the final planting beds. Imported Topsoil shall meet the following physical and chemical criteria: 1. Soil texture: USDA loam, sandy clay loam or sandy loam with clay content between 15 and 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 8 25%. And a combined clay/silt content of no more than 55%. 2. pH value shall be between 5.5 and 7.0. 3. Percent organic matter (OM): 2.0-5.0%, by dry weight. 4. Soluble salt level: Less than 2 mmho/cm. 5. Soil chemistry suitable for growing the plants specified. B. Imported Topsoil shall be a harvested soil from fields or development sites. The organic content and particle size distribution shall be the result of natural soil formation. Manufactured soils where Coarse Sand, Composted organic material or chemical additives has been added to the soil to meet the requirements of this specification section shall not be acceptable. Retained soil peds shall be the same color on the inside as is visible on the outside. C. Imported Topsoil for Planting Soil shall NOT have been screened and shall retain soil peds or clods larger than 2 inches in diameter throughout the stockpile after harvesting. D. Provide a two gallon sample from each Imported Topsoil source with required soil testing results. The sample shall be a mixture of the random samples taken around the source stockpile or field. The soil sample shall be delivered with soil peds intact that represent the size and quantity of expected peds in the final delivered soil. 2.4 COMPOST A. Compost: Blended and ground leaf, wood and other plant based material, composted for a minimum of 9 months and at temperatures sufficient to break down all woody fibers, seeds and leaf structures, free of toxic material at levels that are harmful to plants or humans. Source material shall be yard waste trimmings blended with other plant or manure based material designed to produce Compost high in fungal material. 1. Compost shall be commercially prepared Compost and meet US Compost Council STA/TMECC criteria or as modified in this section for "Compost as a Landscape Backfill Mix Component". htti)://com postingcouncil. orci/adm in/wp-content/plug ins/wp- pdfupload/pdf/191/LandscapeArch Specs.pdf 2. Compost shall comply with the following parameters: a. pH: 5.5 - 8.0. b. Soil salt (electrical conductivity): maximum 5 dS/m (mmhos/cm). c. Moisture content %, wet weight basis: 30 — 60. d. Particle size, dry weight basis: 98% pass through 3/4 inch screen or smear. e. Stability carbon dioxide evolution rate: mg COz-C/ g OM/ day < 2. f. Solvita maturity test: > 6. g. Physical contaminants (inerts), %, dry weight basis: <1 %. h. Chemical contaminants, mg/kg (ppm): meet or exceed US EPA Class A standard, 40CFR § 503.13, Tables 1 and 3 levels. i. Biological contaminants select pathogens fecal coliform bacteria, or salmonella, meet or exceed US EPA Class A standard, 40 CFR § 503.32(a) level requirements. B. Provide a two gallon sample with manufacturer's literature and material certification that the product meets the requirements. 2.5 COARSE SAND A. Clean, washed, sand, free of toxic materials 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 9 1. Coarse concrete sand, ASTM C-33 Fine Aggregate, with a Fines Modulus Index of 2.8 and 3.2. 2. Coarse Sands shall be clean, sharp, natural Coarse Sands free of limestone, shale and slate particles. Manufactured Coarse Sand shall not be permitted. 3. pH shall be lower than 7.0. 4. Provide Coarse Sand with the following particle size distribution: Sieve Percent passing 3/8 inch (9.5 mm) 100 No 4 (4.75 mm) 95-100 No 8 (2.36 mm) 80-100 No 16 (1.18 mm) 50-85 No 30 (.60 mm) 25-60 No 50 (.30 mm) 10-30 No 100 (.15 mm) 2-10 No 200 (0.75 mm 2-5 B. Provide a two gallon sample with manufacturer's literature and material certification that the product meets the requirements. 2.6 LIME A. Lime: ASTM C 602, agricultural limestone containing a minimum 80 percent calcium carbonate equivalent and as follows: 1. Class: Class T, with a minimum 99 percent passing through No. 8 sieve and a minimum 75 percent passing through No. 60 sieve. 2. Provide lime in form of dolomitic limestone. B. Provide manufacturer's literature and material certification that the product meets the requirements. 2.7 FILTER FABRIC A. Woven geotextile fabric for filtration and drainage of large planters over structure; Mirafi Filterweave FW 400, with apparent opening size of .425, 10% open area and flow rate of 2852; 12' roll length, or approved equal. 1. Filter fabric apparent opening size and soil sieve analysis to be approved for compatibility by geotechnical engineer prior to procurement. 2.8 COMPOSITE DRAINAGE MAT A. Three-dimensional geonet, crush -proof drainage core and a non -woven, needle punched filter fabric. Basis of design: 1. Hydrodrain 400 by Hydrotech, (800) 877-6125, or approved equal. 2.9 PERFORATED DRAIN LINE: A. Drain pipe shall be 4 inch diameter, perforated, HDPE, single wall corrugated exterior pipe. ASTM F405. All fittings, elbows, unions, T's and screw caps shall be the same material and from the same manufacturer as the pipe. All joints shall be gasketed bell and spigot. Example source ADS Single Wall Pipe by Advance Drainage Systems or approved equal. Submit manufacturer's product literature for approval by the Owner's Representative. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 10 When pipe has perforations on all quadrants, drape a 12 inch wide 4 mil plastic sheet over the length of the pipe to force water to the bottom of the pipe. B. Clean out: Clean out risers shall be 4 inch diameter Schedule 40 PVC solid pipe compatible with the bottom fitting and clean out screw cap. Elbow fitting at the bottom of the clean out riser. When the cleanout is in the middle of a pipe run the fitting shall be a sanitary T fitting. Screw cap FITTING shall be PVC Schedule 40. PART 3 - EXECUTION 3.1 SITE EXAMINATION A. Prior to installation of Planting Soil, examine site to confirm that existing conditions are satisfactory for the work of this section to proceed. 1. Confirm that the subgrade is at the proper elevation. Subgrade elevations shall slope toward the under drain lines as shown on the drawings. 2. Confirm that surface all areas to be filled with Planting Soil are free of construction debris, refuse, compressible or biodegradable materials, stones greater than 2 inches diameter, soil crusting films of silt or clay that reduces or stops drainage from the Planting Soil into the subsoil; and/or standing water. Remove unsuitable material from the site. 3. Confirm that no adverse drainage conditions are present. 4. Confirm that no conditions are present which are detrimental to plant growth. 5. Confirm that utility work has been completed per the drawings. 6. Confirm that irrigation work, which is shown to be installed below prepared soil levels, has been completed. B. If unsatisfactory conditions are encountered, notify the Owner's Representative immediately to determine corrective action before proceeding. 3.2 SITE PREPARATION A. Protect adjacent walls, walks and utilities from damage or staining by the soil. Use 1/2 inch plywood and or plastic sheeting as directed to cover existing concrete, metal and masonry work and other items as directed during the progress of the work. 1. At the end of each working day, clean up any soil or dirt spilled on any paved surface. 2. Any damage to the paving or site features or work shall be repaired at the Contractor's expense. 3.3 SOIL MOISTURE A. Volumetric soil moisture level, in both the Planting Soil and the root balls of all plants, prior to, during and after planting shall be above permanent wilt point and below field capacity for each type of soil texture within the following ran es. Soil texture Permanent wilting point Field capacity Sand, Loamy sand, Sandy loam 5-8% 12-18% Loam, Sandy clay, Sandy clay loam 14-25% 27-36% Clay loam, Silt loam 11-22% 31-36% 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 11 Silty clay, Silty clay loam 22-27% 1 38-41 B. The Contractor shall confirm the soil moisture levels with a moisture meter (Digital Soil Moisture Meter, DSMM500 by General Specialty Tools and Instruments, or approved equivalent). If moisture is found to be too low, the planting holes shall be filled with water and allowed to drain before starting any planting operations. If the moisture is too high, suspend planting operations until the soil moisture drains to below field capacity. 3.4 DRAIN PIPE INSTALLATION A. Trench lines to depths and widths shown on plans. B. Place 2 — 3 inches Coarse Sand as bedding for pipes. C. Place pipe (holes facing down) to invert elevations shown on the plan. 1. If pipe with holes on all sides is used drape a piece of 4 mil plastic 12 inches wide over top of pipe. 2. Cover sides and top of pipe with Coarse Sand with min 4 inches of Coarse Sand cover above top of pipe. 3. Backfill trench with Planting Soil compacted to same level as Planting Soil requirements. D. Add cleanout pipe reaching the surface at the uphill end of each pipe run as shown on drawings. E. Connect pipes to manhole or daylight outfall as shown on the drawings. 3.5 PLANTING SOIL MIX INSTALLATION A. Ensure that waterproofing, drain mat and filter fabric are installed to meet instruction in plans and specifications before installing planting soil mix. B. Install the Planting Soil in 12 - 18 inch lifts to the required depths. Apply compacting forces to each lift as required to attain the required compaction. Scarify the top of each lift prior to adding more Planting Soil by dragging the teeth of a loader bucket or backhoe across the soil surface to roughen the surface C. Where possible place large trees first and fill Planting Soil around the root ball. D. Installing soil with soil or mulch blowers or soil slingers shall not be permitted due to the over mixing and soil ped breakdown cause by this type of equipment. E. The depths and grades shown on the drawings are the final grades after settlement and shrinkage of the compost material. The Contractor shall install the Planting Soil at a higher level to anticipate this reduction of Planting Soil volume. A minimum settlement of approximately 10 - 15% of the soil depth is expected. All grade increases are assumed to be as measured prior to addition of surface Compost till layer, mulch, or sod. 3.6 FINE GRADING A. Perform fine grading to attain finish grades as shown on the Plans. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 12 3.7 INSTALLATION OF COMPOST TILL LAYER A. After Planting Soil Mixes are installed in planting bed areas and just prior to the installation of shrub or groundcover plantings, spread 3 — 4 inches of Compost over the beds and roto till into the top 4 - 6 inches of the Planting Soil. This step will raise grades slightly above the grades required in paragraph "Fine Grading". This specification anticipates that the raise in grade due to this tilling will settle within a few months after installation as Compost breaks down. Additional settlement as defined in paragraph "Planting Soil and Planting Soil Mix installation" must still be accounted for in the setting of final grades. 3.8 CLEAN-UP A. During installation, keep the site free of trash, pavements reasonably clean and work area in an orderly condition at the end of each day. Remove trash and debris in containers from the site no less than once a week. 1. Immediately clean up any.spilled or tracked soil, fuel, oil, trash or debris deposited by the Contractor from all surfaces within the project or on public right of ways and neighboring property. B. Once installation is complete, wash all soil from pavements and other structures. Ensure that mulch is confined to planting beds and that all tags and flagging tape are removed from the site. The Owner's Representative seals are to remain on the trees and removed at the end of the warranty period. 1. Make all repairs to grades, ruts, and damage to the work or other work at the site. 2. Remove and dispose of all excess Planting Soil, subsoil, mulch, plants, packaging, and other material brought to the site by the Contractor. 3.9 PLANTING SOIL MIX PROTECTION A. The Contractor shall protect installed and/or modified Planting Soil from damage including contamination and over compaction due to other soil installation, planting operations, and operations by other Contractors or trespassers. Maintain protection during installation until acceptance. Utilize fencing and matting as required or directed to protect the finished soil work. Treat, repair or replace damaged Planting Soil immediately. B. Loosen compacted Planting Soil and replace Planting Soil that has become contaminated as determined by the Owner's Representative. Planting Soil shall be loosened or replaced at no expense to the Owner. 1. Till and restore grades to all soil that has been driven over or compacted during the installation of plants. 2. Where modified existing soil has become contaminated and needs to be replaced, provide imported soil that is of similar composition, depth and density as the soil that was removed. 3.10 SUBSTANTIAL COMPLETION ACCEPTANCE A. Upon written notice from the Contractor, the Owners Representative shall review the work and make a determination if the work is substantially complete. 1. The date of substantial completion of the planting soil shall be the date when the Owner's Representative accepts that all work in Planting, Planting Soil, and Irrigation installation sections is complete. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTING SOILS SECTION 329100 - 13 3.11 FINAL ACCEPTANCE / SOIL SETTLEMENT A. At the end of the plant warrantee and maintenance period, (see Specification section - Planting) the Owner's Representative shall observe the soil installation work and establish that all provisions of the contract are complete and the work is satisfactory. 1. Restore any soil settlement and or erosion areas to the grades shown on the drawings. When restoring soil grades remove plants and mulch and add soil before restoring the planting. Do not add soil over the root balls of plants or on top of mulch. B. Failure to pass acceptance: If the work fails to pass final acceptance, any subsequent observations must be rescheduled as per above. The cost to the Owner for additional observations will be charged to the Contractor at the ,prevailing hourly rate of the Owner's Representative. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TURF AND GRASSES SECTION 329200 - 1 PART 1 GENERAL 1.1 SUMMARY A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and division 01 Specification Sections, apply to this Section B. Section Includes: 1. Sod. 2. Hand -seeding as needed for existing lawn restoration. C. Related Sections: 1. Division 32 Section "Irrigation" for landscape irrigation. 2. Division 32 Section "Plants" for exterior plants and mulch. 3. Division 32 Section "Planting Soil" for planting soils. 1.2 DEFINITIONS A. Finish Grade: Elevation of finished surface, which is top of mulch for planting areas, top of planting soil for hydroseeding and seeding areas, and top of sod for sod areas. B. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures intended for use as a plant regulator, defoliant, or desiccant. C. Pests: Living organisms that occur where they are not desired or that cause damage to plants, animals, or people. These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses. D. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in -place surface soil; imported topsoil; or manufactured topsoil that is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. E. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or top surface of a fill or backfill before planting soil is placed. F. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of organic matter and soil organisms. 1.3 REFERENCES A. Turf Grass Producers International (TPI): 1. Guideline Specifications to Turfgrass Sodding. 1.4 SUBMITTALS A. Product Data: For each type of product indicated. 1. Pesticides and Herbicides: Include product label and manufacturer's application instructions specific to this Project. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TURF AND GRASSES SECTION 329200 - 2 B. Certification of Grass Seed: From seed vendor for each grass -seed monostand or mixture stating the botanical and common name, percentage by weight of each species and variety, and percentage of purity, germination, and weed seed. Include the year of production and date of packaging. C. Certification of each seed mixture for turfgrass sod. Include identification of source and name and telephone number of supplier. D. Qualification Data: For qualified landscape Installer. E. Product Certificates: For fertilizers, from manufacturer. F. Maintenance Instructions: Recommended procedures to be established by Owner for maintenance of grasses during a calendar year. Submit before expiration of required initial maintenance periods. 1.5 QUALITY ASSURANCE A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful turf establishment. 1. Professional Membership: Installer shall be a member in good standing of either the Professional Landcare Network or the American Nursery and Landscape Association. 2. Experience: Five years' experience in turf installation in addition to requirements in Division 01 Section "Quality Requirements." 3. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress. 4. Pesticide Applicator: State licensed, commercial. B. Preinstallation Conference: Schedule conference at with Architect a minimum of two weeks prior to the start of work. 1.6 DELIVERY, STORAGE, AND HANDLING A. Seed and Other Packaged Material: Deliver packaged materials in original, unopened , containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws, as applicable. B. Sod: Harvest, deliver, store, and handle sod according to requirements in "Specifications for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod Transplanting and Installation" in TPI's "Guideline Specifications to Turfgrass Sodding." Deliver sod in time for planting within 24 hours of harvesting. Protect sod from breakage and drying. C. Bulk Materials: 1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants. 2. Provide erosion -control measures to prevent erosion or displacement of bulk materials; discharge of soil -bearing water runoff; and airborne dust reaching adjacent properties, water conveyance systems, or walkways. 3. Accompany each delivery of bulk materials with appropriate certificates. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TURF AND GRASSES SECTION 329200 - 3 1.7 PROJECT CONDITIONS A. Seeding and sod installation prior to April 15th and after October 15th may proceed only upon approval by Architect. B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions. 1.8 SEQUENCING/SCHEDULING A. Provide the following notices to the Architect and Owner: 1. Before Owner is to assume maintenance responsibility: 5 days. 2. In advance of final surface preparation prior to planting operations: 5 days. 3. Before time requested for inspection for Substantial Completion: 5 days 4. Architect may choose to waive or shorten the required lead time for project reviews, at their discretion. 1.9 WARRANTY A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period. 1. Failures include, but are not limited to, the following: a) Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner, or incidents that are beyond Contractor's control. 2. The warranty of all plant materials including turf and grasses will extend one year from the date of Final Completion for all work under this contract. 3. Include the following remedial actions as a minimum: a) Immediately remove dead plants and replace unless required to plant in the succeeding planting season. b) Replace plants that are more than 25 percent dead or in an unhealthy condition at end of warranty period. c) A limit of one replacement of each plant will be required except for losses or replacements due to failure to comply with requirements. d) Provide extended warranty for period equal to original warranty period, for replaced plant material. 1) Acceptance of lawn areas will be based upon growth of a uniform color and dense stand of grass, without bare spots larger than 5" x 5" square. Seeded or sodded areas, which fail to produce acceptable growth, shall be re -sodded at no change in Contract Amount. 2) Another inspection will be conducted at the end of the extended warranty period if any, to determine acceptance or rejection. 1.10 MAINTENANCE SERVICE A. Initial Turf Maintenance Service: Provide full maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after each area is planted and continue until acceptable turf is established but for not less than the following periods: 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TURF AND GRASSES SECTION 329200 - 4 Seeded Turf: When initial maintenance period has not elapsed before end of planting season, or if turf is not fully established, continue maintenance during next planting season. Sodded Turf: 90 days from date of Final Completion. PART 2 PRODUCTS 2.1 TURFGRASS SOD A. Turfgrass Sod: Certified, including limitations on thatch, weeds, diseases, nematodes, and insects, complying with "Specifications for Turfgrass Sod Materials" in TPI's "Guideline Specifications to Turfgrass Sodding." Furnish viable sod of uniform density, color, and texture, strongly rooted, and capable of vigorous growth and development when planted. B. Turfgrass Species: Grass species as follows, with not less than 95 percent germination, not less than 85 percent pure seed, and no weed seed. 1. Three-way blend of perennial ryegrasses 2.2 SEED A. Grass Seed: Fresh, clean, dry, new -crop seed complying with AOSA's "Journal of Seed Technology; Rules for Testing Seeds" for purity and germination tolerances. B. Turfgrass Species: Seed of grass species as follows, with not less than 95 percent germination, not less than 85 percent pure seed, and no weed seed. 1. Three-way blend of perennial ryegrasses 2.3 PESTICIDES A. General: Pesticide, registered and approved by EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction. B. Pre -Emergent Herbicide (Selective and Non -Selective): Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer. C. Post -Emergent Herbicide (Selective and Non -Selective): Effective for controlling weed growth that has already germinated. PART 3 EXECUTION 3.1 EXAMINATION A. Examine areas to be planted for compliance with requirements and other conditions affecting performance. 1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area. 2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions. 3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TURF AND GRASSES SECTION 329200 - 5 4. Uniformly moisten excessively dry soil that is not workable and which is too dusty. B. Proceed with installation only after unsatisfactory conditions have been corrected. C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Architect and replace with new planting soil. 3.2 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by planting operations. 1. Protect grade stakes set by others until directed to remove them. B. Install erosion -control measures to prevent erosion or displacement of soils and discharge of soil -bearing water runoff or airborne dust to adjacent properties and walkways. 3.3 HAND -SEEDING A. Hand -seed to repair existing lawn areas damaged or removed by construction activity. Apply seed at manufacturer's recommended rate. B. Seeding shall not be done during windy weather or when the ground is frozen. 3.4 SOD INSTALLATION A. Lay sod within 24 hours of harvesting. Do not lay sod if dormant or if ground is frozen or muddy. B. Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod; do not stretch or overlap. Stagger sod strips or pads to offset joints in adjacent courses. Avoid damage to subgrade or sod during installation. Tamp and roll lightly to ensure contact with subgrade, eliminate air pockets, and form a smooth surface. Work sifted soil or fine sand into minor cracks between pieces of sod; remove excess to avoid smothering sod and adjacent grass. 1. Lay sod across angle of slopes exceeding 1:3. 2. Anchor sod on slopes exceeding 1:6 with wood pegs spaced as recommended by sod manufacturer but not less than 2 anchors per sod strip to prevent slippage. a) Saturate sod with fine water spray within two hours of planting. During first week after planting, water daily or more frequently as necessary to maintain moist soil to a minimum depth of 1-1/2 inches below sod. 3.5 TURF MAINTENANCE A. Maintain and establish turf by watering, fertilizing, weeding, mowing, trimming, replanting, and performing other operations as required to establish healthy, viable turf. Roll, regrade, and replant bare or eroded areas and remulch to produce a uniformly smooth turf. Provide materials and installation the same as those used in the original installation. 1. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace materials and turf damaged or lost in areas of subsidence. 2. Apply treatments as required to keep turf and soil free of pests and pathogens or disease. Use integrated pest management practices whenever possible to minimize the use of pesticides and reduce hazards. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL TURF AND GRASSES SECTION 329200 - 6 3. Do not use pesticides or herbicides on hydroseeded areas until allowed by seed supplier. No weed control products should be used in the first 60 days of grass establishment. B. Mow turf as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without cutting more than 1/3 of grass height. Remove no more than 1/3 of grass -leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Schedule initial and subsequent mowings to maintain the following grass height: C. Mow grass to a height of 1-1/2 to 2 inches. D. Watering: 1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. 2. Water turf with fine spray at a minimum rate of 1 inch per week unless rainfall precipitation is adequate. 3.6 SATISFACTORY TURF A. Turf installations shall meet the following criteria as determined by Architect: 1. Satisfactory Sodded Turf: At end of maintenance period, a healthy, well -rooted, even - colored, viable turf has been established, free of weeds, open joints, bare areas, and surface irregularities. 2. Satisfactory Seeded Turf: At end of maintenance period, a healthy, uniform, close stand of grass has been established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 10 sq. ft. and bare spots not exceeding 5 by 5 inches. B. Use specified materials to reestablish turf that does not comply with requirements and continue maintenance until turf is satisfactory. 3.7 CLEANUP AND PROTECTION A. Promptly remove soil and debris created by turf work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas. B. Erect temporary fencing or barricades and warning signs as required to protect newly planted areas from traffic. Maintain fencing and barricades throughout initial maintenance period and remove after plantings are established. C. Remove nondegradable erosion -control measures after grass establishment period. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 1 PART GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Includes: 1. Plants. 2. Mulch. 3. Tree stabilization. 4. Landscape edging. 5. Weed barrier fabric. B. Related sections include the following: 1. Division 31 Section "Site Clearing" for protection of existing trees and plantings, topsoil stripping and stockpiling, and site clearing. 2. Division 31 Section "Earth Moving" for excavation, filling, and rough grading and for subsurface aggregate drainage and drainage backfill materials. 3. Division 32 Section "Turf & Grasses" for sod lawn and seeding. 4. Division 32 Section "Planting Soils" for planting soils. 5. Division 33 Section "Storm Drainage". 1.3 DEFINITIONS A. Backfill: The earth used to replace or the act of replacing earth in an excavation. B. Balled and Burlapped Stock: Plants dug with firm, natural balls of earth in which they were grown, with ball size not less than diameter and depth recommended by ANSI Z60.1 for type and size of plant required; wrapped with burlap, tied, rigidly supported, and drum laced with twine with the root flare visible at the surface of the ball as recommended by ANSI Z60.1. C. Balled and Potted Stock: Plants dug with firm, natural balls of earth in which they are grown and placed, unbroken, in a container. Ball size is not less than diameter and depth recommended by ANSI Z60.1 for type and size of plant required. D. Container -Grown Stock: Healthy, vigorous, well -rooted plants grown in a container, with a well -established root system reaching sides of container and maintaining a firm ball when removed from container. Container shall be rigid enough to hold ball shape and protect root mass during shipping and be sized according to ANSI Z60.1 for type and size of plant required. E. Duff Layer: The surface layer of native topsoil that is composed of mostly decayed leaves, twigs, and detritus. F. Fabric Bag -Grown Stock: Healthy, vigorous, well -rooted plants established and grown in - ground in a porous fabric bag with well -established root system reaching sides of fabric 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 2 ' bag. Fabric bag size is not less than diameter, depth, and volume required by ANSI Z60.1 for type and size of plant. G. Finish Grade: Elevation of finished surface, which is top of mulch for planting areas, top of planting soil for hydroseeding and seeding areas, and top of sod for sod areas. H. Manufactured Topsoil: Soil produced off -site by homogeneously blending mineral soils or sand with stabilized organic soil amendments to produce topsoil or planting soil. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures intended for use as a plant regulator, defoliant, or desiccant. Pests: Living organisms that occur where they are not desired, or that cause damage to plants, animals, or people. These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses. K. Planting Area: Areas to be planted. L. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in -place surface soil; imported topsoil; or manufactured topsoil that is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. M. Plant; Plants; Plant Material: These terms refer to vegetation in general, including trees, shrubs, vines, ground covers, ornamental grasses, bulbs, corms, tubers, or herbaceous vegetation. N. Root Flare: Also called "trunk flare." The area at the base of the plant's stem or trunk where the stem or trunk broadens to form roots; the area of transition between the root system and the stem or trunk. O. Stem Girdling Roots: Roots that encircle the stems (trunks) of trees below the soil surface. P. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed. Q. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of organic matter and soil organisms. R. Surface Soil: Soil that is present at the top layer of the existing soil profile at the Project site. In undisturbed areas, the surface soil is typically topsoil; but in disturbed areas such as urban environments, the surface soil can be subsoil. 1.4 SUBMITTALS A. Product Data: For each type of product indicated. 1. Plant Materials List: Include quantities, sizes, quality, and sources for plant materials. 2. Pesticides and Herbicides: Include product label and manufacturer's application instructions specific to the Project. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 3 3. Plant Photographs: Include color photographs in digital 3- by 5-inch print format of each required species and size of tree material as it will be furnished to the Project. Take photographs from an angle depicting true size and condition of the typical tree to be furnished. Include a scale rod or other measuring device in each photograph. For species where more than 20 trees are required, include a minimum of two photographs showing the average tree and the best quality tree. Identify each photograph with the full scientific name of the plant, plant size, and name of the growing nursery. B. Samples for Verification: For each of the following: 1. Bark Mulch: one half cubic foot in sealed plastic bag labeled with composition of materials by percentage of weight and source of mulch. Each Sample shall be typical of the lot of material to be furnished; provide an accurate representation of color, texture, and organic makeup. 2. Weed Control Barrier: 12 by 12 inches. 3. Edging Materials and Accessories:. Manufacturer's standard size, to verify color selected. C. Qualification Data: For qualified landscape Installer. Include list of similar projects completed by Installer demonstrating Installer's capabilities and experience. Include project names, addresses, and year completed, and include names and addresses of owners' contact persons. D. Product Certificates: For each type of manufactured product, from manufacturer, and complying with the following: 1. Manufacturer's certified analysis of standard products. 2. Analysis of other materials by a recognized laboratory made according to methods established by the Association of Official Analytical Chemists, where applicable. E. Maintenance Instructions: Recommended procedures to be established by Owner for maintenance of plants during a calendar year. Submit before start of required maintenance periods. F. Warranty: Sample of special warranty. 1.5 QUALITY ASSURANCE A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful establishment of plants. 1. Experience: Submit statement and outline of qualifications showing five years' experience in landscape installation and a minimum of five projects that are similar in scale and complexity in addition to requirements in Division 01 Section "Quality Requirements." 2. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress. 3. Pesticide Applicator: State licensed, commercial. B. Provide quality, size, genus, species, and variety of plants indicated, complying with applicable requirements in ANSI Z60.1. C. Measurements: Measure according to ANSI Z60.1. Do not prune to obtain required sizes. 1. Trees and Shrubs: Measure with branches and trunks or canes in their normal position. Take height measurements from or near the top of the root flare for field- 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 4 ' grown stock and container grown stock. Measure main body of tree or shrub for height and spread; do not measure branches or roots tip to tip. Take caliper measurements 6 inches above the root flare for trees up to 4-inch caliper size, and 12 inches above the root flare for larger sizes. 2. Other Plants: Measure with stems, petioles, and foliage in their normal position. D. Plant Material Observation: Architect may observe plant material either at place of growth or at site before planting for compliance with requirements for genus, species, variety, cultivar, size, and quality. Architect retains right to observe trees and shrubs further for size and condition of balls and root systems, pests, disease symptoms, injuries, and latent defects and to reject unsatisfactory or defective material at any time during progress of work. Remove rejected trees or shrubs immediately from Project site. 1. Notify Architect of sources of planting materials 90 days in advance of delivery to site or 30 days prior to end of digging season whichever date comes first, no exceptions. E. Preinstallation Conference: Conduct conference at Project site. 1.6 DELIVERY, STORAGE, AND HANDLING A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws if applicable. B. Bulk Materials: 1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants. 2. Provide erosion -control measures to prevent erosion or displacement of bulk materials, discharge of soil -bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways. C. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems from sun scald, drying, wind burn, sweating, whipping, and other handling and tying damage. Do not bend or bind -tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of plants during shipping and delivery. Do not drop plants during delivery and handling. D. Handle planting stock by root ball. E. Deliver plants after preparations for planting have been completed, and install immediately. If planting is delayed more than six hours after delivery, set plants and trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and mechanical damage, and keep roots moist. 1. Set balled stock on ground and cover ball with soil, peat moss, sawdust, or other acceptable material. 2. Do not remove container -grown stock from containers before time of planting. 3. Water root systems of plants stored on -site deeply and thoroughly with a fine -mist spray. Water as often as necessary to maintain root systems in a moist, but not overly -wet condition. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 5 1.7 PROJECT CONDITIONS A. Field Measurements: Verify actual grade elevations, service and utility locations, irrigation system components, and dimensions of plantings and construction contiguous with new plantings by field measurements before proceeding with planting work. B. Interruption of Existing Services or Utilities: Do not interrupt services or utilities to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary services or utilities according to requirements indicated: 1. Notify Architect no fewer than two days in advance of proposed interruption of each service or utility. 2. Do not proceed with interruption of services or utilities without Architect's written permission. C. Environmental Requirements: 1. Plant or install materials during normal planting seasons for each type of planting required. 2. Planting shall not be permitted during the following conditions: a. Cold weather: less than 320 F. b. Hot weather: greater than 900 F. C. Wet weather: saturated soil. d. Windy weather: wind velocity greater than 30 m.p.h. 3. Prepare soil only when topsoil is not saturated, muddy or frozen. 1.8 SEQUENCING/SCHEDULING A. Provide the following notices to the Architect and Owner: 1. In advance of plant material delivery so that plants may be inspected upon site delivery: 5 days. 2. Before Owner is to assume maintenance responsibility: 5 days. 3. In advance of final surface preparation prior to planting operations: 5 days. 4. Before time requested for inspection for Substantial Completion: 5 days 5. Architect may choose to waive or shorten the required lead time for project reviews, at their discretion. 1.9 WARRANTY AND REPLACEMENT A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period. 1. Failures include, but are not limited to, the following: a. Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner, or incidents that are beyond Contractor's control. b. Structural failures including plantings falling or blowing over. C. Faulty performance of tree stabilization and edgings. d. Deterioration of metals, metal finishes, and other materials beyond normal weathering. 2. The warranty of plant materials will extend one year from the date of Final Completion for all work under this contract. 3. Include the following remedial actions as a minimum: a. Immediately remove dead plants and replace unless required to plant in the succeeding planting season. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 6 ' b. Replace plants that are more than 25 percent dead or in an unhealthy condition at end of warranty period. C. A limit of one replacement of each plant will be required except for losses or replacements due to failure to comply with requirements. d. Provide extended warranty for period equal to original warranty period, for replaced plant material. 4. Another inspection will be conducted at the end of the extended warranty period, if any, to determine acceptance or rejection. 1.10 MAINTENANCE SERVICE A. Initial Maintenance Service for Trees, Shrubs, Groundcovers and other plants: Provide maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after plants are installed and continue until plantings are acceptably healthy and well established but for not less than maintenance period below. 1. Maintenance Period - Initial: 90 days from date of Final Completion. PART2 PRODUCTS 2.1 PLANT MATERIAL A. General: Furnish nursery -grown plants true to genus, species, variety, cultivar, stem form, shearing, and other features indicated in Plant Schedule or Plant Legend shown on Drawings and complying with ANSI Z60.1; and with healthy root systems developed by transplanting or root pruning. Provide well -shaped, fully branched, healthy, vigorous stock, densely foliated when in leaf and free of disease, pests, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement. 1. Trees with damaged, crooked, or multiple leaders; tight vertical branches where bark is squeezed between two branches or between branch and trunk ("included bark"); crossing trunks; cut-off limbs more than 3/4 inch in diameter; or with stem girdling roots will be rejected. 2. Collected Stock: Do not use plants harvested from the wild, from native stands, from an established landscape planting, or not grown in a nursery unless otherwise indicated. B. Provide plants of sizes, grades, and ball or container sizes complying with ANSI Z60.1 for types and form of plants required. Plants of a larger size may be used if acceptable to Architect, with a proportionate increase in size of roots or balls. C. Root -Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball, which shall begin at root flare according to ANSI Z60.1. Root flare shall be visible before planting. D. Labeling: Label at least one plant of each variety, size, and caliper with a securely attached, waterproof tag bearing legible designation of common name and full scientific name, including genus and species. Include nomenclature for hybrid, variety, or cultivar, if applicable for the plant as shown on Drawings. E. If formal arrangements or consecutive order of plants is shown on Drawings, select stock for uniform height and spread, and number the labels to assure symmetry in planting. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 7 2.2 MULCHES 2.3 2.4 2.5 2.6 A. Compost Mulch: Free from deleterious materials and suitable as a top dressing of trees and shrubs. PESTICIDES A. General: Pesticide registered and approved by EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction. B. Pre -Emergent Herbicide (Selective and Non -Selective): Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer. C. Post -Emergent Herbicide (Selective and Non -Selective): Effective for controlling weed growth that has already germinated. TREE STABILIZATION MATERIALS A. Stakes and Guys: 1. See Details (as indicated on the drawings). 2. Staking -and -Guying Devices: Stake and adjustable tie systems to secure each new planting by plant stem; sized as indicated and per manufacturer's written recommendations. a. Products: Subject to compliance with requirements, provide one of the following or approved equal: 1) Wire tie loops and polypropylene tree tie straps. 2) Heavy duty, plastic chainlock tree ties. LANDSCAPE EDGINGS A. Steel Edging: Standard commercial -steel edging, rolled edge, fabricated in sections of standard lengths, with loops stamped from or welded to face of sections to receive stakes. 1. Basis -of -Design Product: Subject to compliance with requirements, provide one of the following or approved equal: a. "Border Guard", manufactured by Border Concepts, Charlotte, N.C., 704-541- 5509. 2. Edging Size: 3/16 inch thick by 4 inches deep. 3. Stakes: Tapered steel, a minimum of 15 inches long. 4. Accessories: Standard tapered ends, corners, and splicers. 5. Finish: Galvanized. MISCELLANEOUS PRODUCTS A. Antidesiccant: Water -insoluble emulsion, permeable moisture retarder, film forming, for trees and shrubs. Deliver in original, sealed, and fully labeled containers and mix according to manufacturer's written instructions. B. Weed Barrier Fabric: Nonwoven Geotextile polypropylene or polyester fabric, 3 oz./sq. yd. minimum, composed of fibers formed into a stable network so that fibers retain their relative 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL PLANTS SECTION 329300 - 8 ' position. Fabric shall be inert to biological degradation and resist naturally -encountered chemicals, alkalis, and acids. PART 3 EXECUTION 3.1 EXAMINATION A. Examine areas to receive plants for compliance with requirements and conditions affecting installation and performance. 1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area. B. Proceed with installation only after unsatisfactory conditions have been corrected. C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Architect and replace with new planting soil. 3.2 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas and existing plants from damage caused by planting operations. B. Install erosion -control measures to prevent erosion or displacement of soils and discharge of soil -bearing water runoff or airborne dust to adjacent properties and walkways. C. Lay out individual tree and shrub locations and areas for multiple plantings. Stake locations, outline areas, adjust locations when requested, and obtain Architect's acceptance of layout before excavating or planting. Make minor adjustments as required. D. Apply antidesiccant to trees and shrubs using power spray to provide an adequate film over trunks (before wrapping), branches, stems, twigs, and foliage to protect during digging, handling, and transportation. 1. If deciduous trees or shrubs are moved in full leaf, spray with antidesiccant at nursery before moving and again two weeks after planting. 3.3 EXCAVATION FOR TREES AND SHRUBS A. Planting Pits and Trenches: As shown on the Drawings. B. Subsoil removed from excavations may be used as planting soil only when combined with equal parts imported planting soil for use in plant pit backfill. C. Obstructions: Notify Architect if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations. 1. Hardpan Layer: Drill 6-inch diameter holes, 24 inches apart, into free -draining strata or to a depth of 10 feet, whichever is less, and backfill with free -draining material. 2. Drainage: Notify Architect if subsoil conditions evidence unexpected water seepage or retention in tree or shrub planting pits. Drill 6-inch diameter holes, 24 inches apart, 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 9 into free -draining strata or to a depth of 10 feet, whichever is less, and backfill with free -draining material. 3.4 TREE AND SHRUB PLANTING A. Before planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from the root ball to where the top- most root emerges from the trunk. After soil removal to expose the root flare, verify that root ball still meets size requirements. B. Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break. C. Set trees and shrubs stock plumb and in center of planting pit or trench with root flare 2 inches above adjacent finish grades. 1. Backfill: Equal parts excavated native soil and specified imported topsoil. 2. After placing some backfill around root ball to stabilize plant, carefully cut and remove burlap, rope, and wire baskets from tops of root balls and from sides, but do not remove from under root balls. Remove pallets, if any, before setting. Do not use planting stock if root ball is cracked or broken before or during planting operation. 3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill: Repeat watering until no more water is absorbed. 4. Place planting tablets in each planting pit when pit is approximately one-half filled; in amounts recommended in soil reports from soil -testing laboratory. Place tablets beside the root ball about 1 inch from root tips; do not place tablets in bottom of the hole. 5. Continue backfilling process. Water again after placing and tamping final layer of soil. D. When planting on slopes, set the plant so the root flare on the uphill side is flush with the surrounding soil on the slope; the edge of the root ball on the downhill side will be above the surrounding soil. Apply enough soil to cover the downhill side of the root ball. 3.5 GROUNDCOVER PLANTING A. Set out and space ground cover as shown on Drawings. B. Use imported planting soil for backfill. C. Dig holes large enough to allow spreading of roots. D. For rooted cutting plants supplied in flats, plant each in a manner that will minimally disturb the root system but to a depth not less than two nodes. E. Work soil around roots to eliminate air pockets and leave a slight saucer indentation around plants to hold water. F. Water thoroughly after planting, taking care not to cover plant crowns with wet soil. G. Protect plants from hot sun and wind; remove protection if plants show evidence of recovery from transplanting shock. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 10 ' 3.6 TREE, SHRUB AND GROUNDCOVER PRUNING A. Remove only dead, dying, or broken branches. Do not prune for shape. B. Prune, thin, and shape trees, shrubs, and vines according to standard professional horticultural and arboricultural practices. Unless otherwise indicated by Architect, do not cut tree leaders; remove only injured, dying, or dead branches from trees and shrubs; and prune to retain natural character. C. Do not apply pruning paint to wounds. 3.7 TREE STABILIZATION/STAKING A. As shown on Drawings. 3.8 PLANTING AREA MULCHING A. Mulch backfilled surfaces of planting areas and other areas indicated within 2 days after planting. 1. Mulch in Planting Areas: Apply 2-inch average thickness of mulch over whole surface of planting area, and finish level. Hold 1" below adjacent paved surfaces and top of planter walls. Do not place mulch within 2-inches of trunks or stems. 3.9 EDGING INSTALLATION A. Steel Edging: Install steel edging where indicated according to manufacturer's written instructions. Anchor with steel stakes spaced per manufacturer's instructions, driven below top elevation of edging. 3.10 PLANT MAINTENANCE A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching, restoring planting saucers, adjusting and repairing tree -stabilization devices, resetting to proper grades or vertical position, and performing other operations as required to establish healthy, viable plantings. Spray or treat as required to keep trees and shrubs free of insects and disease. B. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace mulch materials damaged or lost in areas of subsidence. C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease. Use integrated pest management practices whenever possible to minimize the use of pesticides and reduce hazards. Treatments include physical controls such as hosing off foliage, mechanical controls such as traps, and biological control agents. D. Watering: Water planting areas at a minimum rate of 1 inch per week unless rainfall precipitation is adequate. 3.11 PESTICIDE APPLICATION A. Apply pesticides and other chemical products and biological control agents in accordance with authorities having jurisdiction and manufacturer's written recommendations. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL PLANTS SECTION 329300 - 11 Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed. B. Pre -Emergent Herbicides (Selective and Non -Selective): Apply to tree, shrub, and ground - cover areas in accordance with manufacturer's written recommendations. Do not apply to seeded areas. C. Post -Emergent Herbicides (Selective and Non -Selective): Apply only as necessary to treat already -germinated weeds and in accordance with manufacturer's written recommendations. 3.12 CLEANUP AND PROTECTION A. During planting, keep adjacent paving and construction clean and work area in an orderly condition. . B. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings. C. After installation and before Final Completion remove nursery tags, nursery stakes, tie tape, labels, wire, burlap, and other debris from plant material, planting areas, and Project site. 3.13 DISPOSAL A. Remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris and legally dispose of them off Owner's property. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL WATER DISTRIBUTION SECTION 33 17 00 - 1 a PART GENERAL 1.1 SUMMARY A. Section Includes: Requirements for piping materials and appurtenances, installation and testing for water distribution. 1.2 RELATED SECTIONS A. Section 31 00 00, "Earthwork." 1.3 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American National Standards Institute (ANSI): 1. ANSI B16.18 (1984; R 1994) Cast Copper Alloy Solder Joint Pressure Fittings 2. ASME/ANSI B18.2.2 (1987; R 1993) Square and Hex Nuts (Inch Series) 3. ANSI/ASME B18.5.2.2M (1982;R 1993) Metric Round Head Square Neck Bolts C. American Society of Mechanical Engineers (ASME): 1. ASME/ANSI B16.1 (1989) Cast Iron Pipe Flanges and Flanged Fittings 2. ASME/ANSI B16.22 (1989) Wrought Copper and Copper Alloy Solder Joint Pressure Fittings 3. ASME/ANSI B16.26 (1988) Cast Copper Alloy Fittings for Flared Copper Tubes D. American Society for Testing And Materials (ASTM): 1. ASTM A 48 (1994; Rev. A) Gray Iron Castings 2. ASTM A 307 (1994) Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength 3. ASTM A 536 (1984; R 1993) Ductile Iron Castings 4. ASTM B 32 (1993) Solder Metal 5. ASTM B 42 (1993) Seamless Copper Pipe, Standard Sizes 6. ASTM B 61 (1993) Steam or Valve Bronze Castings 7. ASTM B 62 (1993) Composition Bronze or Ounce Metal Castings 8. ASTM B 88 (1993; Rev. A) Seamless Copper Water Tube 9. ASTM C 94 (1994) Ready -Mixed Concrete 10. ASTM D 3139 (1995) Joints for Plastic Pressure Pipes Using Flexible elastomeric Seals 11. ASTM F 477 (1995) Elastomeric Seals (Gaskets) for Joining Plastic Pipe E. American Water Works Association (AWWA): 1. AWWA C104/A21.4 (1990) Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water 2. AWWA C110/A21.10 (1993) Ductile -Iron and Gray -Iron Fittings, 3 in. through 48 in. (75 mm Through 1200 mm), for Water and Other Liquids 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT PERMIT SUBMITTAL 012615 WATER DISTRIBUTION SECTION 33 17 00 - 2 3. AWWA C111/A21.11 4. AWWA C115/A21.15 5. ANSI/AWWA C151/A21.51 6. AWWA C153/A21.53 7. AWWA C502 8. AWWA C509 9. AWWA C600 10. AWWA C700 (1990; Erratum 1991) Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings (1988) Flanged Ductile -Iron Pipe with Threaded Flanges (1991) Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids (1988) Ductile -Iron Compact Fittings, 3 in. through 16 in., for Water and Other Liquids (1985; Errata 1985) Dry -Barrel Fire Hydrants (1994) Resilient -Seated Gate Valves for Water and Sewerage Systems (1993) Installation of Ductile -Iron Water Mains and Their Appurtenances Cold Water Meters, Displacement Type Bronze Main Case F. Ductile Iron Pipe Research Association (DIPRA): DIPRA-1 (1997) Thrust restraint design for ductile iron pipe G. Manufactures Standardization Society of the Valve and Fittings Industry, Inc. (MSS): MSS SP-80 (1987) Bronze Gate, Globe, Angle and Check Valves H. National Fire Protection Association (NFPA): NFPA 24 City of Tukwila (COT): COT-1 1.4 SUBMITTALS (1995) Installation of Private Fire Service Mains and Their Appurtenances (2010) Infrastructure Design and Construction Standards A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." 1. Submit manufacturer's standard drawings or catalog cuts for water distribution main and service lines piping, fittings, joints and valves, except submit both drawings and cuts for push -on joints. Include information concerning gaskets with submittal for joints and couplings. 2. Submit certificates attesting that tests set forth in each applicable referenced publication have been performed, whether specified in that publication to be mandatory or otherwise and that production control tests have been performed at the intervals or frequency specified in the publication. Other tests shall have been performed within 3 years of the date of submittal of certificates on the same type, class, grade, and size of material as is being provided for the project. 3. Submit copy of the Certificate of Compliance with material tests for each delivery to the project site with delivery inspection report. 1.5 DELIVERY, STORAGE, AND HANDLING A. Delivery and Storage: Inspect materials delivered to site for damage. Unload and store with minimum handling. Store materials on site in enclosures or under protective covering. Store plastic piping, jointing materials and rubber gaskets under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes, fittings, free of dirt and debris. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL WATER DISTRIBUTION SECTION 33 17 00 - 3 B. Handling: Handle pipe, fittings, valves, hydrants, and other accessories in a manner to ensure delivery to the trench in sound undamaged condition. Take special care to avoid injury to coatings and linings on pipe and fittings; make satisfactory repairs if coatings or linings are damaged. Carry, do not drag pipe to the trench. Store jointing materials and rubber gaskets that are not to be installed immediately, under cover out of direct sunlight. PART PRODUCTS 2.1 WATER DISTRIBUTION MAIN MATERIALS A. Piping Materials: Ductile -Iron Piping (Piping Larger than 3 Inches): a. Pipe and Fittings: Pipe, except flanged pipe, ANSI/AWWA C151/A21.51, Thickness Class 52. Fittings, AWWA C110/A21.10 or AWWA C153/A21.53; fittings with push - on joint ends conforming to the same requirements as fittings with mechanical -joint ends, except that the bell design shall be modified, as approved, for push -on joint. Fittings shall have pressure rating of 250 psi minimum. Ends of pipe and fittings shall be suitable for the specified joints. Pipe and fittings shall have cement -mortar lining, AWWA C104/A21.4, standard thickness. b. Joints and Jointing Material: 1) Joints: Joints for pipe and fittings shall be push -on joints or mechanical joints unless otherwise indicated. Provide mechanical joints where indicated. Provide mechanically -coupled joints using a sleeve -type mechanical coupling where indicated. 2) Push -On Joints: Shape of pipe ends and fitting ends, gaskets, and lubricant for joint assembly, AWWA C111/A21.11. Gaskets shall be Field-lok 350 gaskets for joint restraint. 3) Mechanical Joints: Dimensional and material requirements for pipe ends, glands, bolts and nuts, and gaskets, AWWA C111/A21.11. Gaskets shall be . MJ Field-lok gaskets for joint restraint. 4) Megalug joint restraints may be used on push -on or mechanical joints where indicated. Insulating Joints: Designed to effectively prevent metal -to -metal contact at the joint between adjacent sections of piping. Joint shall be of the flanged type with insulating gasket, insulating bolt sleeves, and insulating washers. Gasket shall be of the dielectric type, full face, and in other respects as recommended in the Appendix to AWWA C115/A21.15. Bolts and nuts, as recommended in the Appendix to AWWA C115/A21.15. Sleeve -Type Mechanical Coupled Joints: As specified in paragraph entitled "Sleeve -Type Mechanical Couplings." B. Valves and Other Water Main Accessories: 1. Gate Valves: AWWA C509. Unless otherwise specified, valves conforming to AWWA C509 shall be nonrising stem type with mechanical -joint ends. Valves shall open by clockwise rotation of the valve stem. Stuffing boxes shall have 0-ring stem seals. Stuffing boxes shall be bolted and constructed so as to permit easy removal of parts for repair. Valves shall be of one manufacturer. 2. Sleeve -Type Mechanical Couplings: Couplings shall be designed to couple plain -end piping by compression of a ring gasket at each end of the adjoining pipe sections. The coupling shall consist of one middle ring flared or beveled at each end to provide a gasket seat; two follower rings; two resilient tapered rubber gaskets; and bolts and nuts to draw the follower rings toward each other to compress the gaskets. The middle ring and the follower rings shall be true circular sections free from irregularities, flat spots, and surface 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL WATER DISTRIBUTION SECTION 33 17 00 - 4 defects; the design shall provide for confinement and compression of the gaskets. For ductile iron and PVC plastic pipe, the middle ring shall be of cast iron or steel; and the follower rings shall be of malleable or ductile iron. Cast iron, ASTM A48, not less than Class 25. Malleable and ductile iron shall meet the applicable requirements specified for gaskets for mechanical joint in AWWA C111/A21.11. Bolts shall be track -head type, ASTM A 307, Grade A, with nuts ASTM A 563, Grade A or round -head, square -neck type bolts ANSI, 1318.5.2.1 M and ANSI/ASME B18.5.2.2M with hex nuts, ASME/ANSI 1318.2.2. Bolts shall be 5/8" in diameter; minimum number of bolts for each pipe size shall be 3 for 3-inch, 4 for 4-inch, 5 for 6-inch, 6 for 8-inch, 7 for 10-inch, 8 for 12-inch and 9 for 16-inch. Bolt holes in follower rings shall be of a shape to hold fast the necks of the bolts used. Mechanically coupled joints using a sleeve -type mechanical coupling shall not be used as an optional method of jointing except where indicated. C. Fire Hydrant: Shall conform to COT-1 Section 7.3 and Standard Detail WS-13. 2.2 WATER SERVICE MATERIALS A. Piping Materials (3 Inches and Smaller), Copper Pipe and Associated Fittings: ASTM B42, regular, threaded ends. Fittings shell brass or bronze, FS WW-p-460, 125 pound. PART 3 EXECUTION 3.1 INSTALLATION OF PIPELINES A. General Requirements for Installation of Pipelines: These requirements shall apply to all pipeline installation except where specific exception is made in the "Special Requirements." paragraphs. 1. Earthwork: Perform earthwork operations in accordance with Section 31 00 00, "Earthwork." 2. Pipe Laying and Jointing: Remove fins and burrs from pipe and fittings. Before placing in position, clean pipe, fittings, valves, and accessories, and maintain in a clean condition. Provide proper facilities for lowering sections of pipe into trenches. Do not under any circumstances drop or dump pipe, fittings, valves, or any other water line material into trenches. Cut pipe accurately to length established at the site and work into place without springing or forcing. Replace by one of the proper length any pipe or fitting that does not allow sufficient space for proper installation of jointing material. Blocking or wedging between bells and spigots will not be permitted. Lay bell -and -spigot pipe with the bell end pointing in the direction of laying. Grade the pipeline in straight lines; avoid the formation of dips and low points. Support pipe at proper elevation and grade. Secure firm, uniform support. Wood support blocking will not be permitted. Lay pipe so that the full length of each section of pipe and each fitting will rest solidly on the pipe bedding; excavate recesses to accommodate bells, joints, and couplings. Provide anchors and supports where indicated and where necessary for fastening work into place. Make proper provision for expansion and contraction of pipelines. Keep trenches free of water until joints have been properly made. At the end of each work day, close open ends of pipe temporarily with wood blocks or bulkheads. Do not lay pipe when conditions of trench or weather prevent installation. Depth of cover over top of pipe shall not be less than 3 feet. 3. Make connections to existing water lines after approval is obtained and with a minimum interruption of service on the existing line. Make connections to existing lines under pressure in accordance with the recommended procedures of the manufacturer of the pipe being tapped. Do not operate any valves or make any connections to the existing water main without prior approval. B. Special Requirements for Installation of Water Mains and Services: 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL WATER DISTRIBUTION SECTION 33 17 00 - 5 Installation of Ductile -Iron Piping: Unless otherwise specified, install pipe and fittings in accordance with paragraph entitled "General Requirements for Installation of Pipelines" and with the requirements of AWWA C600 for pipe installation, joint assembly, valve -and - fitting installation, and thrust restraint. a. Jointing: Make push -on joints with the gaskets and lubricant specified for this type joint; assemble in accordance with the applicable requirements of AWWA C600 for joint assembly. Make mechanical joints with the gaskets, glands, bolts, and nuts specified for this type joint; assemble in accordance with the applicable requirements of AWWA C600 for joint assembly and the recommendations of Appendix A to AWWA C111/A21.11. Make flanged joints with the gaskets, bolts, and nuts specified for this type joint. Make flanged joints up tight; avoid undue strain on flanges, fittings, valves, and other accessories. Align bolt holes for each flanged joint. Use full size bolts for the bolt holes; use of undersized bolts to make up for misalignment of bolt holes or for any other purpose will not be permitted. Do not allow adjoining flange faces to be out of parallel to such degree that the flanged joint cannot be made watertight without over straining the flange. When flanged pipe or fitting has dimensions that do not allow the making of a proper flanged joint as specified, replace it by one of proper dimensions. Use set screwed flanges to make flanged joints where conditions prevent the use of full-length flanged pipe and assemble in accordance with the recommendations of the set screwed flange manufacturer. Make insulating joints with the gaskets, sleeves, washers, bolts, and nuts previously specified for this type joint. Assemble insulating joints as specified for flanged joints, except that bolts with insulating sleeves shall be full size for the bolt holes. Ensure that there is no metal -to -metal contact between dissimilar metals after the joint has been assembled. 2. Installation of Valves: Install gate valves, AWWA C509, in accordance with the requirements of AWWA C600 for valve -and -fitting installation and with the recommendations of the Appendix ("Installation, Operation, and Maintenance of Gate Valves") to AWWA C509. Make and assemble joints to gate valves as specified for making and assembling the same type joints between pipe and fittings. 3. Installation of Fire. Hydrant: Install in accordance with the requirements of COT-1 Section 7.3 and Standard Detail WS-13. C. Line Taps: Shall be in accordance with COT-1. D. Flushing Disinfection: Disinfect new water piping and existing water piping affected by Contractor's operations in accordance with COT-1. 3.2 FIELD QUALITY CONTROL A. Field Tests and Inspections: The Contractor shall perform field tests, and provide labor, equipment, and incidentals required for testing. The Contractor shall produce evidence, when required, that any item of work has been constructed in accordance with the drawings and specifications. Do not begin testing on any section of a pipeline where concrete thrust blocks have been provided until at least 5 days after placing of the concrete. B. All fire mains shall be flushed and tested per NFPA 24 and witnessed by the City of Tukwila Fire Marshal. All piping, rodding and blocking shall be exposed for inspection during testing. C. Testing Procedure: Test water mains and water service lines in accordance with COT-1. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SANITARY SEWERAGE SECTION 33 35 00 - 1 PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: Requirements for piping and appurtenant structures, installation of piping and structures and testing for exterior sanitary sewer system. 1.2 RELATED SECTIONS A. Section 03 30 00, "Cast -in -Place Concrete" B. Section 31 00 00, "Earthwork" 1.3 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society for Testing and Materials (ASTM): 1. ASTM C 270: (2014) Standard Specification for Mortar for Unit Masonry 2. ASTM C 476: (2010) Standard Specification for Grout for Masonry 3. ASTM C 443: (2012) Joints for Circular Concrete Pipe and Manholes, Using Rubber Gaskets 4. ASTM C 923: (2013) Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals 5. ASTM C 969: (2009) Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines 6. ASTM C 1613: (2010) Standard Specification for Precast Concrete Grease Interceptor Tanks 7. ASTM D 2321: (2014) Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. 8. ASTM D 3034: (2014) Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 9. ASTM D 3212: (2013) Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals. 10. ASTM F 477: (2010) Elastomeric Seals (Gaskets). for Joining Plastic Pipe. C. American Water Works Association (AWWA): 1. AWWA C104/A21.4: (2013) Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water. 2. AWWA C105/A21.5: (2010) Polyethylene Encasement for Ductile -Iron Pipe Systems. 3. AWWA C110/A21.10: (2012) Ductile -Iron and Gray -Iron Fittings, 3 in. Through 48 in. (75 mm Through 1200 mm), for Water and Other Liquids. 4. AWWA C111/A21.11: (2012) Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings. 5. ANSI/AWWA C151/A21.51: (2009) Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids. 6. AWWA C153/A21.53: (2011) Ductile -Iron Compact Fittings, 3 in. Through 16 in., for Water and Other Liquids. 7. AWWA C600: (2010) Installation of Ductile -Iron Water Mains and Their Appurtenances. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SANITARY SEWERAGE SECTION 33 35 00 - 2 D. City of Tulwila (COT): COT-1: (2010) Infrastructure Design and Construction Standards E. Washington State Department of Transportation (WSDOT): SS-1: (2014) Standard Plans for Road, Bridge, and Municipal Construction 1.4 SUBMITTALS A. Submit the following in accordance with Section 01 33 10, "Submittal Procedures." 1. Submit manufacturer's standard drawings or catalog cuts for pipeline materials including joints, fittings and couplings. 2. Submit manufacturer's standard drawings or catalog cuts for precast concrete manholes, manhole frame and cover, and clean out ring and cover. 3. Steel casing and casing spacers. 1.5 DELIVERY, STORAGE, AND HANDLING A. Delivery and Storage: 1. Piping: Inspect materials delivered to site for damage; store with minimum of handling. Store materials on site in enclosures or under protective coverings. Store rubber gaskets under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes and fittings free of dirt and debris. 2. Metal Items: Check upon arrival; identify and segregate as to types, functions, and sizes. Store off the ground in a manner affording easy accessibility and not causing excessive rusting or coating with grease or other objectionable materials. 3. Cement, Aggregate, and Reinforcement: As specified in Section 03 30 00, "Cast -in -Place Concrete," Section 03 11 00, "Concrete Forming," and Section 03 20 00, "Concrete Reinforcement." B. Handling: Handle pipe, fittings, and other accessories in such manner as to ensure delivery to the trench in sound undamaged condition. Take special care not to damage linings of pipe and fittings; if lining is damaged, make satisfactory repairs. Carry, do not drag, pipe to trench. PART 2-PRODUCTS 2.1 PIPELINE MATERIALS A. Ductile Iron Piping: Ductile -iron pipe shall conform to ANSI/AWWA C151/A21.51, Thickness Class 52 minimum. Fittings shall conform to AWWA C110/A21.10 or AWWA C153/A21.53. Fittings with push -on joint ends shall conform to the same requirements as fittings with mechanical -joint ends. Fittings shall have pressure rating at least equivalent to that of the pipe. Ends of pipe and fittings shall be suitable for the joints specified hereinafter. Pipe and fittings shall have cement -mortar lining conforming to AWWA C104/A21.4, standard thickness. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SANITARY SEWERAGE SECTION 33 35 00 - 3 2. Ductile Iron Joints and Jointing Materials: a. Joints, General: Joints for pipe and fittings shall be push -on joints or mechanical joints except as otherwise specified in this paragraph. Joints shall be mechanical -joints where indicated. b. Push -on Joints: Shape of pipe ends and fitting ends, gaskets, and lubricant for joint assembly shall conform to AWWA C111/A21.11 c. Mechanical Joints: Dimensional and material requirements for pipe ends, glands, bolts and nuts, and gaskets shall conform to AWWA C111/A21.11. 2.2 CONCRETE MATERIALS A. Concrete materials shall be as specified in Section 03 30 00, "Cast -in -Place Concrete." 2.3 MISCELLANEOUS MATERIALS A. Precast Concrete and Associated Materials: 1. Precast Concrete Manhole Sections: Precast concrete manhole risers, base sections, and tops shall conform to COT-1, Sheet No. SS-05. 2. Gaskets and Connectors: Gaskets for joints between manhole sections shall conform to ASTM C 443. Resilient connectors for making joints between manhole and pipes entering manhole shall conform to ASTM C 923. B. Masonry Materials: Shall conform to the following specifications and other requirements specified hereunder. 1. Mortar: ASTM C 270, Type M. 2. Grout: ASTM C 476. C. Metal Items: 1. Ring and Cover for Manholes: Frame and cover for manholes shall conform to COT-1, Sheet No. SS-11. 2. Manhole Steps: Manhole steps shall conform to COT-1, Sheet No. SS-13. Aluminum steps or rungs will not be permitted. Steps are not required in manholes less than 4 feet deep. 2.4 STEEL CASING AND APPURTENANCES A. Casing shall be steel pipe, ASTM A 139, Grade B, or ASTM A 252, Grade 2, smooth wall pipe with 0.469-inch wall thickness and a minimum yield strength of 35,000 psi. Protective coating is not required. Size shall be as indicated on the contract documents. Weld lengths of pipe together in accordance with AWS D1.1. Provide casing spacers that center and restrain the carrier pipe in the casing. Provide three casing spacers for each length of pipe. Provide watertight end seals at each end of the casing between the casing and the pipe utility. PART 3 - EXECUTION 3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION A. General Requirements for Installation of Pipelines: Apply except where specific exception is made in the following paragraphs entitled, "Special Requirements." 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SANITARY SEWERAGE SECTION 33 35 00 - 4 ' Earthwork: Perform earthwork operations in accordance with Section 31 00 00, "Earthwork." Pipe Laying and Jointing: Inspect each pipe and fitting before and after installation; replace those found defective and remove from site. Provide proper facilities for lowering sections of pipe into trenches. Lay non -pressure pipe with the bell ends in the upgrade direction. Adjust spigots in bells to give a uniform space all around. Blocking or wedging between bells and spigots will not be permitted. Replace by one of the proper dimensions, pipe or fittings that do not allow sufficient space for installation of joint material. At the end of each workday, close open ends of pipe temporarily with wood blocks or bulkheads. Provide batter boards not more than 25 feet apart in trenches for checking and ensuring that pipe invert elevations are as indicated. Laser beam method may be used in lieu of batterboards for the same purpose. Connections to Existing Lines: Obtain approval from the Architect before making connections to existing lines. Conduct work so that there is minimum interruption of services in existing lines. B. Special Requirements: Installation of Ductile -Iron Piping: Unless otherwise specified, install pipe and fittings in accordance with paragraph entitled, "General Requirements for Installation of Pipelines" of this section and with the requirements of AWWA C600 for pipe installation, joint assembly, and valve -and -fitting installation. a. Make push -on joints with the gaskets and lubricant specified for this type joint and assemble in accordance.with the applicable requirements of AWWA C600 for joint assembly. Make mechanical joints with the gaskets, glands, bolts, and nuts specified for this type joint; assemble in accordance with the applicable requirements of AWWA C600 for joint assembly and the recommendations of Appendix A to AWWA C111/A21.11. C. Concrete Work: Cast -in -place concrete is included in Section 03 30 00, "Cast -in -Place Concrete." D. Manhole Construction: Use precast concrete base sections. Make inverts in precast concrete bases with a smooth -surfaced semi -circular bottom conforming to the inside contour of the adjacent sewer sections. For changes in direction of the sewer and entering branches into the manhole, make a circular curve in the manhole invert of as large a radius as manhole size will permit. For precast concrete construction, make joints between manhole sections with the gaskets specified for this purpose; install in the manner specified for installing joints in concrete piping. Parging will not be required for precast concrete manholes. Cast -in -place concrete work shall be in accordance with the requirements specified under paragraph entitled, "Concrete Work" of this section. Make joints between concrete manholes and pipes entering manholes with the resilient connectors specified for this purpose; install in accordance with the recommendations of the connector manufacturer. Where a new manhole is constructed on an existing line, remove existing pipe so that pipe ends are approximately flush with the interior face of the manhole wall, but not protruding into the manhole. Use resilient connectors as previously specified for pipe connectors to concrete manholes. 3.2 FIELD QUALITY CONTROL A. Field Tests and Inspections: Perform field tests and provide labor, equipment, and incidentals required for testing. Be able to produce evidence, when required, that each item of work has been constructed in accordance with the drawings and specifications. Provide all field tests required by ES-1. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL SANITARY SEWERAGE SECTION 33 35 00 - 5 B. Tests for Non -pressure. Lines: Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show a practically full circle of light through the pipeline when viewed from the adjoining end of line. When pressure piping is used in a non -pressure line for non -pressure use, test this piping as specified for non -pressure pipe. C. Leakage Tests: Test lines for leakage by either infiltration tests or exfiltration tests. Prior to testing for leakage, backfill trench up to at least lower half of pipe. When necessary to prevent pipeline movement during testing, place additional backfill around pipe sufficient to prevent movement, but leaving joints uncovered to permit inspection. When leakage or pressure drop exceeds the allowable amount specified, make satisfactory correction and retest pipeline section in the same manner. Correct visible leaks regardless of leakage test results. Infiltration Tests and Exfiltration Tests: Perform these tests for sewer lines made of the specified materials, in accordance with SS-1, Section 7-17.3(2)B for exfiltration tests or SS-1, Section 7-17.3(2)C for infiltration tests. D. Field Tests for Concrete: Field testing requirements are covered in Section 03 30 00, "Cast -in - Place Concrete." END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL 0 STORM DRAINAGE SECTION 33 43 00 - 1 0 PART1 GENERAL 1.1 SUMMARY A. Section Includes: Requirements for piping materials and appurtenances, installation and testing for storm drainage piping and appurtenances. 1.2 RELATED SECTIONS A. Section 31 00 00, "Earthwork." B. Section 33 46 13, "Foundation Drainage" 1.3 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Association of State Highway and Transportation Officials (AASHTO): 1. AASHTO M105 (1990) Gray Iron Castings 2. AASHTO M252 (1993) Corrugated Polyethylene Drainage Tubing 3. AASHTO M294 (1993) Corrugated Polyethylene Pipe, 12- to 36-inch Diameter C. American Concrete Pipe Association (ACPA): 1. ACPA 01-102 (1988) Concrete Pipe Handbook 2. ACPA 01-103 (1990) Concrete Pipe Installation Manual D. American Society For Testing And Materials (ASTM): 1. ASTM A 48 (1993) Gray Iron Castings 2. ASTM A 760/A 760M (1995) Corrugated Steel Pipe, Metallic -Coated for Sewers and Drains 3. ASTM A 798/A 798M (1995) Installing Factory -Made Corrugated Steel Pipe for Sewers and Other Applications *, 4. ASTM A 849 (1995) Posted -Applied Coatings, Pavings, and Lining for Corrugated Steel Sewer and Drainage Pipe 5. ASTM B 788 (1994) Installing Factory -Made Corrugated Aluminum Culverts and Storm Sewer Pipe 6. ASTM C 76 (1994) Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe 7. ASTM C 270 (1994) Mortar for Unit Masonry 8. ASTM C 361 (1996) Reinforced Concrete Low -Head Pressure Pipe. 9. ASTM C 443 (1994) Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets 10. ASTM C 476 (1991) Grout for Masonry 11. ASTM C 857 Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures 12. ASTM C 858 Specification for Underground Precast Concrete Utility Structures 13. ASTM C 923 (1994) Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals. 14. ASTM D 1056 (1991) Flexible Cellular Materials, Sponge or Expand Rubber. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL STORM DRAINAGE SECTION 33 43 00 - 2 , 15. ASTM D 2321 (1989) Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. 16. ASTM D 3034 (1994) Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 17. ASTM D 3212 (1992) Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals. 18. ASTM F 477 (1993) Elastomeric Seals (Gaskets) for Joining Plastic Pipe. E. City of Tukwila (COT): COT-1 COT-1 (2010) Infrastructure Design and Construction Standards F. Washington State Department of Transportation (WSDOT): SS-1 (2014) Standard Specifications for Road, Bridge, and Municipal Construction 1.4 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." 1. Submit Manufacturer's Catalog Data for piping including fittings and jointing materials. 2. Submit manufacturer's standard drawings or catalog cuts for precast concrete manholes, manhole frame and cover, cleanout ring and cover, and inlet frame and grate. 3. Submit manufacturer's catalog data for area drains. 4. Submit drawings for water quality treatment. 5. Submit certificates attesting that tests set forth in each applicable referenced publication have been performed, whether specified in that publication to be mandatory or otherwise and that production control tests have been performed at the intervals or frequency specified in the publications. Other tests shall have been performed within 3 years of the date of submittal of certificates on the same type, class, grade and size of material as is being provided for the project. 1.5 DELIVERY, STORAGE, AND HANDLING A. Delivery and Storage: 1. Piping: Inspect materials delivered to site for damage; store with minimum of handling. Store plastic piping and jointing materials and rubber gaskets under cover out of direct sunlight. Do not store materials directlyon the ground. Keep inside of pipes and fittings free of dirt and debris. 2. Metal Items: Check upon arrival; identify and segregate as to types, functions, and sizes. Store off the ground in a manner affording easy accessibility and not causing excessive rusting or coating with grease or other objectionable materials. 3. Cement, Aggregates, and Reinforcement: Store as specified in Section 033000, "Cast -in - Place Concrete." B. Handling: Handle pipe, fittings, and other accessories in a manner to ensure delivery to the trench in sound undamaged condition. Carry, do not drag pipe to trench. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STORM DRAINAGE SECTION 33 43 00 - 3 PART PRODUCTS 2.1 PIPELINE MATERIALS A. Watertight High -Density Polyethylene Corrugated (HDPE) Pipe with Integrally Formed Smooth Waterway: Pipe: Corrugations may be either annular or spiral. All sizes shall conform to the AASHTO classification "Type S." Pipe manufactured for this specification shall comply with the requirements for test methods, dimensions, and markings found in AASHTO Designations M252 and M294. Pipe and fittings shall be made from virgin PE compounds that conform with the requirements of cell class 324420C as defined and described in ASTM D3350. The fittings shall not reduce or impair the overall integrity or function of the pipe line. Fittings may be either molded or fabricated. Joints: Pipe shall be joined with coupling bands covering at least two full corrugations on each end of the pipe. Standard connections shall meet or exceed the soil -tight requirements of AASHTO M252, AASHTO M294, or ASTM F2306. Gasketed connections shall incorporate a closed -cell synthetic expanded rubber gasket meeting the requirements of ASTM D1056 Grade 2A2. Gaskets, when applicable, shall be installed by the pipe manufacturer. Fittings: Only fittings supplied or recommended by the pipe manufacturer shall be used. Fittings shall conform to AASHTO M252, AASHTO M294, or ASTM F2306. B. Ductile Iron Piping (where indicated): 1. Ductile Iron Pipe and Fittings: Ductile -iron pipe shall conform to ANSI/AWWA C151/A21.51, Thickness Class 52. Fittings shall conform to AWWA C110/A21.10 or AWWA C153/A21.53. Fittings with push -on joint ends shall conform to the same requirements as fittings with mechanical -joint ends, except that the bell design shall be modified, as approved, for push -on joint. Fittings shall have pressure rating at least equivalent to that of the pipe. Ends of pipe and fittings shall be suitable for the joints specified hereinafter. Pipe and fittings shall have cement -mortar lining conforming to AWWA C104/A21.4, standard thickness. 2. Ductile Iron Joints and Jointing Materials: a. Joints, general: Joints for pipe and fittings shall be push -on joints or mechanical joints except as otherwise specified in this paragraph. Joints shall be mechanical -joints where indicated. Joints shall be flanged joints where indicated. b. Push -on joints: Shape of pipe ends and fitting ends, gaskets, and lubricant for joint assembly shall conform to AWWA C111/A21.11 c. Mechanical joints: Dimensional and material requirements for pipe ends, glands, bolts and nuts, and gaskets shall conform to AWWA C111/A21.11. 2.2 CONCRETE MATERIALS A. Provide as specified in Section 03 30 00, "Cast -in -Place Concrete." 2.3 MISCELLANEOUS MATERIALS A. Drainage Structures: Pipe -to -wall connections shall.be mortared to produce smooth transitions and watertight joints or provided with ASTM C923 resilient connectors. ASTM C443 or AASHTO Type B gaskets for joint connections. Manhole bases shall have smooth inverts accurately shaped to a semicircular bottom conforming to the inside contour of the adjacent sewer sections. Changes in direction of the sewer and entering branches into the manhole shall have a circular curve in the manhole invert of as large a radius as the size of the manhole will permit. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL STORM DRAINAGE SECTION 33 43 00 - 4 Precast Concrete Catch Basin, Type I: Shall conform to COT-1, Standard Sheet No. DS-01. Precast Concrete Manhole: Shall conform to COT-1, Standard Sheet No. SS-05. B. Masonry Materials: Shall conform to the following specifications and other requirements specified hereunder. Mortar: ASTM C 270, Type M. Grout: ASTM C 476. C. Metal Items: 1. Catch Basin Frame and Grate: Shall conform to COT-1, Standard Sheet No. DS-04. 2. Manhole Ring and Cover: Shall conform to COT-1, Standard Sheet No. DS-09. 3. Manhole Steps: Manhole steps shall conform to COT-1, Standard Sheet No. DS-10C. Aluminum steps or rungs will not be permitted. Steps are not required in structures less than 4 feet deep. 4. Cleanout Ring and Cover: Shall conform to COT-1, Standard Sheet No. SS-03. D. Area Drain: Area drains shall be as manufactured by ADS, Nyloplast, size as indicated on the Drawings, or other approved equal. The area drain shall be manufactured from PVC pipe stock, utilizing a thermo-molding process to reform the pipe stock to the finished configuration. The drainage pipe connection stubs shall be manufactured from PVC pipe stock and formed to provide a watertight connection with the piping system specified. Joint tightness shall conform to ASTM D3212. The pipe connection stubs shall be joined to the main body of the area drain utilizing a watertight, gasketed, swedged-type connection. The pipe stock used to manufacture the main body and pipe stubs of the area drains shall meet ASTM D3034. The swedge gasket material and the gaskets used to form the connecting joint with the pipe stub shall meet the requirements of ASTM F477. Area drains shall meet the mechanical property requirements for fabricated fittings as described in ASTM F 794, ASTM F949, and ASTM F1336. The grates furnished for all area drains shall be made specifically for each fitting. Grates shall be ductile iron with a rating as noted in the Drawings. E. Mechanical Couplings: As specified in Section 33 17 00, "Water Distribution." F. Water Quality Treatment: StormFilterTM Manhole, as manufactured by Contech, size and number of cartridges as indicated on the Drawings. PART 3 EXECUTION 3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION A. General Requirements for Installation of Pipelines: These requirements shall apply to pipeline installation except where specific exception is made under paragraph entitled "Special Requirements." 1. Earthwork: Perform earthwork operations in accordance with Section 31 00 00, "Earthwork." 2. Pipe Laying and Jointing: Inspect each pipe and fitting before and after installation; remove those found defective from site and replace with new. Provide proper facilities for lowering sections of pipe into trenches. Lay pipe with the bell ends in the upgrade direction. Adjust spigots in bells to produce a uniform space. Blocking or wedging between bells and spigots will not be permitted. Replace by one of the proper dimensions any pipe or fitting that does not allow sufficient space for proper calking or installation of 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL STORM DRAINAGE SECTION 33 43 00 - 5 joint material. At the end of each work day, close open ends of pipe temporarily with wood blocks or bulkheads. Provide batterboards not more than 25 feet apart in trenches for checking and ensuring that pipe invert elevations are as indicated. Laser beam method may be used in lieu of batterboards for the same purpose. B. Special Requirements: 1. Installation of HDPE Pipe: Installation shall be in accordance with ASTM D2321 and the manufacturer's recommended installation guidelines. 2. Installation of Ductile -Iron Piping: Unless otherwise specified, install pipe and fittings in accordance with paragraph entitled, "General Requirements for Installation of Pipelines" of this section and with the requirements of AWWA C600 for pipe installation, and joint assembly. a. Make push -on joints with the gaskets and lubricant specified for this type joint and assemble in accordance with the applicable requirements of AWWA C600 for joint assembly. Make mechanical -joints with the gaskets, glands, bolts, and nuts specified for this type joint; assemble in accordance with the applicable requirements of AWWA C600 for joint assembly and the recommendations of Appendix A to AWWA C111/A21.11. Concrete Work: Perform cast -in -place concrete work in accordance with Section 03 30 00, "Cast -in -Place Concrete." C. Catch Basin and Manhole Construction: Use precast concrete base and riser sections. For precast concrete construction, make joints between sections with the gaskets specified for this purpose; install in the manner specified for installing joints in concrete piping. Give a smooth finish to inside joints of precast structures. Parging will not be required for precast concrete manholes. Make joints between structures and pipes entering structures with the resilient connectors specified for this purpose; install in accordance with the recommendations of the connector manufacturer. D. Area Drains: Install in accordance with manufacturer's recommendations. E. Mechanical Couplings: As specified in Section 33 17 00, "Water Distribution." 3.2 FIELD QUALITY CONTROL A. Field Tests and Inspections: The Contractor shall perform field tests and provide labor, equipment, and incidentals required for testing. Be able to produce evidence, when required, that each item of work has been constructed properly in accordance with the drawings and specifications. B. Pipeline Testing: Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show a practically full circle of light through the pipeline when viewed from the adjoining end of line. Leakage Tests: In accordance with SS-1, Section 7-04.3(1)B or 7-04.3(1)D. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL FOUNDATION DRAINAGE SECTION 33 46 13 - 1 PART GENERAL 1.1 SUMMARY A. Section Includes: Requirements for piping materials and appurtenances and foundation and underslab drainage. B. Related Sections: Section 31 00 00, "Earthwork." 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society for Testing and Materials (ASTM): 1. ASTM D 1785 (1999) Specification for Poly (vinyl chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120. 2. ASTM D 2855 (1996) Practice for Making Solvent Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe And Fittings. 3. ASTM D 3034 (1994) Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 4. ASTM D 3212 (1992) Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals. 5. ASTM F 402 (1999) Practice for Safe Handling of Solvent Cements, Primers, and Cleaners Used for Joining Thermoplastic Pipe and Fittings. 6. ASTM F 477 (1993) Elastomeric Seals (Gaskets) for Jointing Plastic Pipe. 7. ASTM F 758 (1995) Specification for Smooth Walled Poly (Vinyl Chloride) (PVC) Plastic Under Drain Systems for Highway and Similar Drainage. C. City of Tukwila (COT): 1. COT-1 (2010) Infrastructure Design and Construction Standards 1.3 SUBMITTALS A. Submit the following in accordance with Section 01 33 00, "Submittal Procedures." B. Submit Manufacturer's Catalog Data for polyvinyl chloride (PVC) perforated and tightline plastic piping including fittings and jointing materials. C. Submit manufacturer's catalog data for clean out frame and cover. 1.4 DELIVERY, STORAGE, AND HANDLING A. Delivery and Storage: Materials delivered to the site shall be inspected for damage, unloaded, and stored with minimum handling. Materials shall not be stored directly on the ground. The inside of pipes and fittings shall be kept free of dirt and debris. During shipment and storage, filter fabric shall be wrapped in burlap or similar heavy-duty protective covering. The storage area shall protect the fabric from mud, soil, dirt, and debris. Filter fabric materials that are not to be installed immediately shall not be stored in direct sunlight. Plastic pipe shall be installed within 6 months from the date of manufacture, unless otherwise approved. 214012 COVERED AIRPARK THE MUSEUM OF FLIGHT 012615 PERMIT SUBMITTAL FOUNDATION DRAINAGE SECTION 33 46 13 - 2 B. Handling: Handle pipe, fittings, and other accessories in a manner to ensure delivery to the trench in sound undamaged condition. Carry, do not drag pipe, to trench. PART PRODUCTS 2.1 PIPE FOR FOUNDATION DRAINAGE AND UNDERSLAB DRAINAGE A. Perforated Plastic Pipe: Perforated pipes shall be polyvinyl chloride conforming to the requirements of ASTM D1785, Schedule 40. Pipe shall be perforated in accordance with ASTM F758. Pipe sizes as noted on the drawings. B. Tight Line Plastic Pipe (Solid Wall Pipe): Polyvinyl chloride pipe conforming to the requirements of ASTM D1785, Schedule 40. C. Joints For Perforated and Tightline Pipe: ASTM F402, for safe handling of solvent cement. Joints shall be solvent cement joints made in accordance with the requirements of ASTM D2855. D. Fittings: Of compatible material for pipe and of corresponding weight and quality. 2.2 DRAINAGE BACKFILL A. As specified in Section 31 00 00, "Earthwork." 2.3 CLEANOUT A. COT-1, Sheet No. SS-03. 2.4 NON -WOVEN GEOTEXTILE FABRIC (FILTER FABRIC) A. Mirafi 140N, or approved equal. PART 3 EXECUTION 3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION A. Excavation: Trenching and excavation, including the removal of rock and unstable material, shall be in accordance with Section 31 00 00, "Earthwork." B. Pipelaying: Drain lines shall be laid to true grades and alignment with a continuous fall in the direction of flow. Bells of pipe sections shall face upgrade. Interior of pipe shall -be cleaned thoroughly before being laid. When drain lines are left open for connection to discharge lines, the open ends shall be temporarily closed and the location marked with wooden stakes. Perforated pipe shall be laid with perforations facing down, Any length that has had its grade or joints disturbed shall be removed and relaid at no additional cost to the owner. Perforated and tightline plastic piping shall be installed in accordance with manufacturer's specifications and as specified herein. Piping with physical imperfections shall not be installed. C. Bedding and Backfilling: Bed pipe 6 inches in depth. Bedding shall be placed in the bottom of trench for its full width and length and compacted as specified prior to laying of foundation drain pipe. 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL FOUNDATION DRAINAGE SECTION 33 46 13 - 3 Each section shall rest firmly upon the bedding, through the entire length, with recesses formed for bell support the lower quadrant of the pipe. 2. After joints and connections have been inspected and approved, the specified backfill material shall be placed as indicated. The backfill shall be placed preventing displacement of or injury to the pipe or tile. Backfill shall be compacted as specified in Section 31 00 00, "Earthwork." D. Ceeanouts: Provide vertical cleanouts as indicated on the drawings. 3.2 FILTER FABRIC A. Install as indicated on the drawings. END OF SECTION 214012 COVERED AIRPARK 012615 THE MUSEUM OF FLIGHT PERMIT SUBMITTAL CORRECTION LTR# I -�o STRUCTURAL CALCULATIONS South Entrance Canopy Calculations Covered Airpark, Museum of Flight Tukwila, Washington January 27, 2016 RECEIVED CITY OF TUKWILA JAN 2 9 2016 PERMIT CENTER MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 Design Sheet PROTECT /I/lu f Eril M VFF- LOCATION '74 KwIZA , 404 CLIENT SHEET DATE 11 /69/15 BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers 9&SJ"S cam- D E KtG tQ 90"Tr{. &J1 At4C F- C'"OPY io 6&A vrly ��461AIG (rg/z- 20 lz -1�5C zI Tuew/j-4 Ewome A-s) CAoo PY Lo A�In - 2-5 PJ F Wig® b0A4--) 1wG �> - J'EAW PAfv Sotano a S(ocf. A -SCE. 7 boE..s: Nor SPEc1f=tck,-Ly kmgEss c+joeiF-S� V1No� UoPci, (APWkL.) - 2.�e Aw �-De)ms Oai WIND LoAq, T>oWlJvvA(LD 17 PEF Lo:to a'or31fj"7C?(,1.g, o Df F1,EC77o ri C" TEC1 A �-To kt- bf-Az� LoAi> DF-Ft E-c'not4 C�k�jn t,f-vE,Vt- Df f I, E-n o f t 4 21--13Cb F-D&F- T:)F-f=1.,eC►1ot e-' t--13oo �DGi✓ �t��f. C� 1c�t•1 `� �'���i0 >rz. AI SC 36(D -10 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers ANALYSIS MODEL OVERVIEW 3D ISOMETRIC 2c" SUPERIMPOSED DEAD LOAD (plf) SNOW LOAD (plf) WIND LOAD DOWNWARD (plf) 7 DEFLECTION: DEAD + SNOW DEF�E BENDING MOMENT (k-ft) URI SHEAR (k) TORSION (k-ft) US' AISC 360-10 STEEL DESIGN DEMAND -CAPACITY RATIOS Design Sheet PROJECT MU LOCATION °"'r t Z CLIENT SHEET DATE 11 /09/15 BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers M& ,� :: - � SX .- ��jC� �s �?'G �"' /�• g� a �i'� � -ice/ Fo rz- ��YNA i N 3 (k)TV . to 10.3 F64- Wr 'CAt�tYIGF-vr<ff- W o Q�cEs ADDED L � � CANJ'tLev -. (,otic-49 r F� C� J 376 k - t tJ Ply, = FPS °, 4,35 58 > 0.c1 7C)-'- 7-2-3 )C-S i h �2�,� .6 �+ = 215 to---W -�— Co-Vf t,f �� �� ®�- Design Sheet PROJECT M ur"m cr- Eo pttr - Cb wtm-p Ai LOCATION CLIENT C, SHEET DATE 11/09/15 BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers ,� A,,� (,� C) (, Vf,(--I,D -�vePoa:F -� 4SS COL-UmtJ - SS I (OX q� 3/t ( 4VP V./W,61)f -Af - -�D 0 W2q (16W?AA/ fn hl�t 4 FA rj c vje-li.D Cp,-PkCk� : CO-ECK. TW 1(,JTEa-ACn0" G� �4AfZ- f NOM IFA17— Do IV<:)-? Fxca)) WELP CAfAcoy In't Z- Lj f 5..2-Y "XIJ faom e"a V 2k- + C eNc P"rr'c; Ji;�' nr,r,,f, STRUCTURAL CALCULATIONS Super Structure Permit - Comment Response Calculations Covered Airpark, Museum of Flight Tukwila, Washington i:EVV'FEN1ED FOR CODE COMPLIANCE APPC'ONED JUN 0 4 2015 City of Tukwila BUILDING DIVISION R1=ID MIDDLETON, INC. May 8, 2015 iq MAGNUSSON � KLEMENCIC `i l - �',! ASSOCIATES Al 0821015 .I 1301 FiAh Avenue, Suite 3200 a�aoK�S .d l _ j', Seattle, Washington 98101-2699 1206 292 1200 F: 206 292 1201 ��0018 MAGNUSSON KLEMENC[C _ ASSOCIATES ■ COMMENT #4 CALCULATIONS Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington Page 1 of 98 Megatruss SAP2000 Analysis Model - Analysis Sections Megatruss SAP2000 Analysis Model - Frame Number MRIPINUmill Case Type InitialCond ModalCase Base[ase DesTypeOpt DesignType DesActOpt DesignAct AutoType RunCase CaseStatus GUID Notes Text Text Text Text Text Text Text Text Text Text Yes/No Text Text Text MODAL LinModal Zero Prog Det OTHER Prog Det Other None Yes Finished DEAD _Sl_L LinStatic Zero Prog Det DEAD Prog Det Non -Composite None Yes Finished LIVE Sl L LinStatic Zero Prog Det LIVE Prog Det Short -Term Composite None Yes Finished SNOW _Sl_L LinStatic Zero Prog Det SNOW Prog Det Short -Term Composite None Yes Finished DEAD _S2_L LinStatic Zero Prog Det DEAD Prog Det Non -Composite None Yes Finished LIVE S2_L LinStatic Zero Prog Det LIVE Prog Det Short -Term Composite None Yes Finished SNOW S2_L LinStatic Zero Prog Det SNOW Prog Det Short -Term Composite None Yes Finished WIND _P1A1+_L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND P1A3+ L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P1A3--L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P1B1+_L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND P1B3+ L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P1B3--L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND P2A1+ L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P2A3+_L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P2A3--L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P2Bl+_L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P2B3+_L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WIND _P283--L LinStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished TEMP-50+_L LinStatic Zero Prog Det TEMPERATURE Prog Det Short -Term Composite None Yes Finished TEMP_S0-_L LinStatic Zero Prog Det TEMPERATURE Prog Det Short -Term Composite None Yes Finished SELF WALL OPTO_Sl_NL NonStatic Zero Prog Det DEAD Prog Det Staged None Yes Finished w — SELF W CHORDS NonStatic Zero Prog Det DEAD Prog Det Staged None Yes Finished CD— w SELF W—WEBS NonStatic Zero Prog Det DEAD Prog Det Staged None Yes Finished SELF W—COLl NonStatic Zero Prog Det DEAD Prog Det Staged None Yes Finished 00 DL_OPTO_S1_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished DL—OPTO—S2—NL NonStatic DL OPTO_S1_NL Prog Det OTHER Prog Det Staged None Yes Finished LL OPTO_S1_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished LL OPT0_S2 NL NonStatic LL_OPTO_S1_NL Prog Det OTHER Prog Det Staged None Yes Finished S_OPTO_S1_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished S—OPTO_S2_NL NonStatic S OPTO S1_NL Prog Det OTHER Prog Det Staged None Yes Finished W_P1A1+ OPTO S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W—P1A3+_OPTO—S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1A3-_OPTO_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1Bl+ OPTO S2 NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W—P1B3+_OPTO S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W—P1B3--OPTO—S2—NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W P2A1+_OPTO S2—NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W—P2A3+_OPTO—S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W P2A3--OPTO—S2—NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2B1+_OPTO S2—NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W—P2B3+_OPTO—S2—NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2B3--OPTO—S2—NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished QUAKE—A—L LinStatic Zero Prog Det QUAKE Prog Det Short -Term Composite None Yes Finished QUAKE_B—L LinStatic Zero Prog Det QUAKE Prog Det Short -Term Composite None Yes Finished E_A_OPTO_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished E_B_OPT0_S2 NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished DL_OPT1_S2_NL NonStatic DL_OPTO_S1_NL Prog Det OTHER Prog Det Staged None Yes Finished LL_OPTl_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished S_OPTl_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1A3+_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1A3+_OPTl_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1A3-_OPT1_52_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1B1+_OPT3_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1B3+_OPTl S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P1B3-_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2A1+_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2A3+_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2A3-_OPT1_52_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2B1+_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2B3+_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished W_P2B3-_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished E_A_OPTl_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished E_B_OPTl_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished T_50+_OPTO_S1_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished T_50-_OPT0_Sl_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished T_50+_OPTl_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished T_50-_OPT1_S2_NL NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished JACK_L LinStatic Zero Prog Det OTHER Prog Det Other None Yes Finished J_NLTEST NonStatic Zero Prog Det OTHER Prog Det Staged None Yes Finished SDL_P2 LinStatic Zero Prog Det DEAD Prog Det Non -Composite None Yes Finished SELF W_ALL_OPTl_S2_NL NonStatic SELF W_ALL_OPTO_Sl_NL Prog Det DEAD Prog Det Staged None Yes Finished LTABCaCzmkP-MltiUMbefimUq7n ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign ConcDesign AlumDesign ColdDesign GUID Notes I Text Text Yes/No Text Text U_nitless Text Text Text Text Text Text OPTS 52 ULT3-2_P1C1A+U Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPT1_52 ULT3-2_P1C1A+U NonLin Static LL_OPTl S2 NL 1.6 OPTl 52 ULT3-2_P1C1A+U NonLin Static W_P1A1+-OPTl_S2_NL 0.5 OPT1_S2 ULT3-2_P1C1A+U NonLin Static W P1A3+ OPTl_S2_NL 0.5 OPTl S2 ULT3-2_P1C1A+D Linear Add No NonLin Static DL_OPTS S2_NL 1.2 Strength None None None OPT1_S2_ULT3-2_P1C1A+D NonLin Static LL_OPTl 52 NL 1.6 OPTl 52 ULT3-2 P1C1A+D NonLin Static W_P1A1+ OPTl_S2_NL O.5 OPTl S2 ULT3-2_P1C1A+D NonLin Static W_P1A3 _OPTl_S2_NL 0.5 OPTl S2 ULT3-2_P1C1A-U Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPTl 52_ULT3-2_P1C1A-U NonLin Static LL_OPTl S2 NL 1.6 OPTl S2_ULT3-2_P1C1A-U NonLin Static W_P1A1+ OPTl_52_NL -0.5 OPTl_S2_ULT3-2 P1C1A-U NonLin Static W P1A3+-OPTl_52_NL 0.5 OPT3_S2_ULT3-2_P1C1A-D Linear Add No NonLin Static DL OPT3_S2_NL 1.2 Strength None None None OPT3_S2_ULT3-2 P1C1A-D NonLin Static LL OPTl_52_NL 1.6 OPTS_S2_ULT3-2 P1C1A-D NonLin Static W P1A1+-OPTl_52 NL -0.5 OPTS S2 ULT3-2_P1C1A-D NonLin Static W_P1A3-_OPTS 52 NL 0.5 OPTl S2_ULT3-2_P1C1B+U Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength None None None OPTl S2_ULT3-2_P1C1B+U NonLin Static LL_OPTl_52_NL 1.6 OPTl_S2_ULT3-2_P1C1B+U NonLin Static W_P1B1+ OPTl_S2_NL 0.5 OPTl_S2_ULT3-2 P1C1B+U NonLin Static W_P1B3+ OPT1_S2_NL 0.5 OPTS 52 ULT3-2 P1C1B+D Linear Add No NonLin Static DL OPTl_52_NL 1.2 Strength None None None OPTS_S2 ULT3-2_P1C1B+D NonLin Static LL OPTl_S2_NL 1.6 OPTl_52_ULT3-2_P1C1B+D NonLin Static W P1B1+ OPT1_52_NL 0.5 OPTi S2 ULT3-2 P1C1B+D NonLin Static W P1B3- OPTl 52 NL 0.5 CD OPT3_S2_ULT3-2_P1C1B-U Linear Add No NonLin Static DL_OPT3_52_NL 1.2 Strength None None None In OPTl_S2 ULT3-2 P1C1B-U NonLin Static LL_OPTl 52 NL 1.6 o OPTi_S2 ULT3-2_P1C18-U NonLin Static W_PiBl+ OPTl_S2_NL -0.5 to 000 OPTS S2 ULT3-2_P1C18-U NonLin Static W PlB3+-OPTl_S2_NL 0.5 OPTl_S2_ULT3-2_P1C18-D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPTl_S2_ULT3-2 P1C1B-D NonLin Static LL_OPTl S2_NL 1.6 OPTl_52_ULT3-2 P1C1B-D NonLin Static W_P1B1+ OPTl S2 NL -0.5 OPT1_S2_ULT3-2_P1C1B-D NonLin Static W_P1B3-_OPTl_S2_NL 0.5 OPTS S2-ULT3-2_PlC3++U Linear Add No NonLin Static DL OPT3 52_NL 1.2 Strength None None None OPTl S2_ULT3-2_P1C3++U NonLin Static LL OPTl_S2_NL 1.6 OPTS 52_ULT3-2_P1C3++U NonLin Static W_P1A3+_OPTS 52_NL 0.375 OPTl_S2_ULT3-2 PlC3++U NonLin Static W_P1A3+_OPTS_S2_NL 0.375 OPTl 52 ULT3-2 P1C3++U NonLin Static W_P1B1+_OPTl_52 NL 0.375 OPTl 52 ULT3-2 P1C3++U NonLin Static W_P1B3+-OPTl_52 NL 0.375 OPTl 52 ULT3-2_P1C3++D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPTl 52_ULT3-2_P1C3++D NonLin Static LL_OPTl 52 NL 1.6 OPTl_S2_ULT3-2_P1C3++D NonLin Static W_P1A1+_OPTl_S2_NL 0.375 OPT1_S2_ULT3-2_PSC3++D NonLin Static W_P1A3- OPTS 52 NL 0.375 OPT3_S2 ULT3-2 P1C3++D NonLin Static W_P1B1+_OPT1_S2_NL 0.375 OPTS S2 ULT3-2 PSC3++D NonLin Static W_P1B3- OPT3_S2_NL 0.375 OPTS S2 ULT3-2_PSC3+-U Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength None None None OPTl_S2_ULT3-2_P1C3+-U NonLin Static LL_OPTI- 52_NL 1.6 OPTl_S2_ULT3-2_P1C3+-U NonLin Static W_P1A1+_OPTl_S2_NL 0.375 OPTl 52_ULT3-2 PlC3+-U NonLin Static W_P1A3+ OPT1_S2_NL 0.375 OPTl 52_ULT3-2 P1C3+-U NonLin Static W_P1B3+ OPTS S2 NL -0.375 OPT3_52_ULT3-2_PlC3+-U NonLin Static W_P1B3+_OPT3_52_NL 0.375 OPTl_52_ULT3-2_PlC3+-D Linear Add No NonLin Static DL-OPTl_S2_NL 1.2 Strength None None None OPT1_52_ULT3-2_PlC3+-D NonLin Static LL_OPT1_52_NL 1.6 OPTl S2 ULT3-2 PlC3+-D NonLin Static W P1A1+ OPTl 52 NL 0.375 OPT1_S2_ULT3-2_P1C3+-D NonLin Static W_P1A3-_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P1C3+-D NonLin Static W_P1B1+_OPT1_S2_NL -0.375 OPT1_S2_ULT3-2_P1C3+-D NonLin Static W_PlB3-_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P1C3-+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None OPT1_S2_ULT3-2 P1C3-+U NonLin Static LL_OPTl_S2_NL 1.6 OPT1_S2_ULT3-2_P1C3-+U NonLin Static W_P1A7+_OPT1_52_NL -0.375 OPT1_S2_ULT3-2 P1C3-+U NonLin Static W_P1A3+_OPT1_52_NL 0.375 OPT1_S2_ULT3-2_P1C3-+U NonLin Static W_P1B1+_OPT1_52_NL 0.375 OPT1_S2_ULT3-2_P1C3-+U NonLin Static W_PiB3+_OPT1_S2_NL 0.375 OPT1_52_ULT3-2_PlC3-+D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None OPT1_S2_ULT3-2 P1C3-+D NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-2_PlC3-+D NonLin Static W_P1A1+_OPT1_52_NL -0.375 OPT1_S2_ULT3-2_P1C3-+D NonLin Static W_P1A3_OPT1_52_NL 0.375 OPT1_S2_ULT3-2_P1C3-+D NonLin Static W_P1B1+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_PlC3-+D NonLin Static W_P1B3-_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_PlC3--U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None OPT1_S2_ULT3-2_PlC3--U NonLin Static LL_OPTl_S2_NL 1.6 OPT1_S2_ULT3-2_P1C3--U NonLin Static W_P1Al+_OPTl_S2_NL -0.375 OPTl_S2_ULT3-2_P1C3--U NonLin Static W_P1A3+_OPTl_S2_NL 0.375 OPT1_S2_ULT3-2_P1C3--U NonLin Static W P1Bl+_OPTl_S2_NL -0.375 OPTl_S2_ULT3-2_PlC3--U NonLin Static W_P1B3+_OPTl_S2_NL 0.375 OPT1_S2_ULT3-2_PlC3--D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None OPTl_S2_ULT3-2_P1C3--D NonLin Static LL_OPTl S2_NL 1.6 OPT1_S2_ULT3-2_P1C3--D NonLin Static W_P1A1+ OPTl_S2_NL -0.375 OPT1_S2_ULT3-2_P1C3--D NonLin Static W_P1A3-_OPTl_S2_NL 0.375 OPT1_S2_ULT3-2_P1C3--D NonLin Static W_P1B1+ OPTl_52_NL -0.375 OPT1_52_ULT3-2_P1C3--D NonLin Static W_P1B3-_OPT1_52_NL 0.375 OPT1_S2_ULT3-2_P2C1A+U Linear Add No NonLin Static DL_OPTl S2_NL 1.2 Strength None None OPTl_S2_ULT3-2_P2C1A+U NonLin Static LL OPT1 S2 NL 1.6 OPT1_S2_ULT3-2_P2C1A+U NonLin Static W_P2A1+ OPT1_S2_NL 0.5 - OPT1_S2_ULT3-2_P2C1A+U NonLin Static W_P2A3+_OPT1_52_NL 0.5 OPT1_S2_ULT3-2_P2C1A+U Linear Static SDL_P2 1.2 OPTl_S2_ULT3-2_P2C1A+D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None OPT1_S2_ULT3-2_P2C1A+D Linear Static SOL_P2 1.2 OPT1_52_ULT3-2_P2C1A+D NonLin Static LL_OPT1_S2_NL 1.6 OPTl 52_ULT3-2 P2C1A+D NonLin Static W P2A1+_OPT1 S2_NL 0.5 OPT1_S2_ULT3-2_P2C1A+D NonLin Static W_P2A3-_OPTS_S2_NL 0.5 OPTl_S2_ULT3-2_P2C1A-U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None OPT1_S2_ULT3-2_P2C1A-U Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2_P2C1A-U NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-2_P2C1A-U NonLin Static W_P2A1+_OPT1_S2_NL -0.5 OPT1_S2_ULT3-2_P2C1A-U NonLin Static W_P2A3+_OPTl_S2_NL 0.5 OPT1_S2_ULT3-2_P2C1A-D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None OPT1_S2_ULT3-2_P2C1A-D Linear Static SOL_P2 1.2 OPT1_S2_ULT3-2_P2C1A-D NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-2_P2C1A-D NonLin Static W_P2A1+_OPT1_52_NL -0.5 OPT1_52_ULT3-2_P2C1A-D NonLin Static W_P2A3-_OPT1_S2_NL 0.5 OPT1_S2_ULT3-2_P2C1B+U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None OPTl_S2_ULT3-2_P2C1B+U Linear Static SDL_P2 1.2 OPTl_S2_ULT3-2_P2C1B+U NonLin Static LL_OPT3_S2_NL 1.6 OPT1_S2_ULT3-2_P2C1B+U NonLin Static W P2Bl+_OPTl_52_NL 0.5 OPT1_S2_ULT3-2_P2C1B+U NonLin Static W_P2B3+_OPT1_52_NL 0.5 OPTl_S2_ULT3-2_P2C1B+D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None OPT1_S2_ULT3-2_P2C1B+D Linear Static SDL P2 1.2 OPTS_S2_ULT3-2_P2C1B+D NonLin Static LL_OPT1_52 NL 1.6 OPTS S2 ULT3-2 P2C1B+D NonLin Static W P2B1+ OPTS 52 NL 0.5 None None None None None None None None None None OPTS_S2_ULT3-2_P2C1B+D NonLin Static W_P2B3-_OPT1_S2_NL 0.5 OPT1_S2_ULT3-2_P2C1B-U Linear Add No NonLin Static DL_OPTS S2_NL 1.2 Strength OPT1_S2_ULT3-2_P2C1B-U Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2_P2C1B-U Non Lin Static LL_OPT1_S2_NL 1.6 0 PT 1_S 2_U LT3 - 2_P2C 1 B- U NonLin Static W_P2B1+_OPT1_S2_NL -0.5 OPTl_S2_ULT3-2_P2C1B-U NonLin Static W_P2B3+_OPTl_S2_NL 0.5 OPTl_S2_ULT3-2 P2C1B-D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT3-2_P2C1B-D Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2_P2C1B-D NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-2 P2C1B-D NonLin Static W_P2B1+_OPT1_S2_NL -0.5 OPT1_S2_ULT3-2 P2C1B-D NonLin Static W_P2B3-_OPT1_S2_NL 0.5 OPT1_S2_ULT3-2 P2C3++U Linear Add No NonLin Static DL_OPT1_52 NL 1.2 Strength OPT1_S2_ULT3-2 P2C3++U Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2 P2C3++U NonLin Static LL_OPTl_S2_NL 1.6 OPT1_S2_ULT3-2 P2C3++U NonLin Static W_P2A1+_OPTl_S2_NL 0.375 OPTS S2 ULT3-2 P2C3++U NonLin Static W_P2A3+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3++U NonLin Static W_P2B1+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3++U NonLin Static W_P2B3+_OPTS_S2_NL 0.375 OPT3_S2_ULT3-2 P2C3++D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT3-2_P2C3++D Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2_P2C3++D NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-2_P2C3++D NonLin Static W_P2A1+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3++D NonLin Static W_P2A3-_OPT1_S2_NL 0.375 OPTS S2_ULT3-2 P2C3++D NonLin Static W_P2B1+_OPT1_S2_NL 0.375 OPT1_52_ULT3-2_P2C3++D NonLin Static W_P2B3-_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3+-U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT3-2_P2C3+-U Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2_P2C3+-U NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-2_P2C3+-U NonLin Static W_P2A1+_OPTl_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3+-U NonLin Static W_P2A3+_OPT1_S2_NL 0.375 OPTl 52 ULT3-2 P2C3+-U NonLin Static W_P2B1+_OPTl_S2_NL -0.375 OPT1_S2_ULT3-2_P2C3+-U NonLin Static W_P283+_OPTl_S2_NL 0.375 OPT1_S2_ULT3-2 P2C3+-D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT3-2 P2C3+-D Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2 P2C3+-D NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-2 P2C3+-D NonLin Static W_P2A1+_OPTS_S2_NL 0.375 OPT1_S2_ULT3-2 P2C3+-D NonLin Static W_P2A3-_OPT1_52_NL 0.375 OPT1_S2_ULT3-2 P2C3+-D NonLin Static W_P2B1+_OPTS_S2_NL -0.375 OPTS_S2_ULT3-2P2C3+-D NonLin Static W_P2B3-_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2 P2C3-+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPTS S2 ULT3-2 P2C3-+U Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2 P2C3-+U NonLin Static LL_OPTl_S2_NL 1.6 OPT1_S2_ULT3-2 P2C3-+U NonLin Static W_P2A1+_OPT1_S2_NL -0.375 OPT1_S2_ULT3-2 P2C3-+U NonLin Static W_P2A3+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2 P2C3-+U NonLin Static W_P2B5+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3-+U NonLin Static W_P2B3+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3-+D Linear Add No NonLin Static DL OPT1_S2_NL 1.2 Strength OPT1_S2_ULT3-2 P2C3-+D Linear Static SDL_P2 1.2 OPT1_S2_ULT3-2 P2C3-+D NonLin Static LL_OPT1_S2_NL 1.6 OPTS_S2_ULT3-2_P2C3-+D NonLin Static W_P2A1+_OPT1_S2_NL -0.375 OPT1_S2_ULT3-2_P2C3-+D NonLin Static W_P2A3-_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3-+D NonLin Static W_P2B1+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-2_P2C3-+D NonLin Static W_P2B3-_OPT1_S2_NL 0.375 OPT1 S2_ULT3-2 P2C3--U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPTS S2 ULT3-2 P2C3--U Linear Static SDL_P2 1.2 OPTS S2 ULT3-2 P2C3--U NonLin Static LL_OPT3_52_NL 1.6 None None None None None None None None None None None None None None None None None None None None None None None None None None None w co N 00 0 00 0PT1_52_ULT3-2_P2C3--U NonLin Static W P2A1+_OPTl_52_NL -0.375 OPT1_52_ULT3-2_P2C3--U NonLin Static W_P2A3+_OPT1_S2_NL 0.375 OPT1_52_ULT3-2_P2C3--U NonLin Static W_P2B1+_OPTl_S2_NL -0.375 OPTl_52_ULT3-2_P2C3--U NonLin Static W P2B3+_OPTl_S2_NL 0.375 OPT3_52_ULT3-2 P2C3--D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPTl_S2_ULT3-2 P2C3--D Linear Static SDL_P2 1.2 OPTl_S2 ULT3-2 P2C3--D NonLin Static LL_OPTl_S2_NL 1.6 OPT1_52_ULT3-2_P2C3--D NonLin Static W P2A1+_OPTl_S2_NL -0.375 OPT1_S2 ULT3-2_P2C3--D NonLin Static W_P2A3-_OPT3_52_NL 0.375 OPT1_S2_ULT3-2_P2C3--D NonLin Static W_P2B1+_OPTS_S2_NL -0.375 OPT1_S2_ULT3-2_P2C3--D NonLin Static W_P2B3-_OPT1_52_NL 0.375 OPTl_S2_ULT3-4_P1C1A+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None OPTl_S2_ULT3-4_P1C1A+U NonLin Static S_OPT1_S2_NL 1.6 OPT1_S2_ULT3-4_P1C1A+U NonLin Static W_P1A1+_OPTl_S2_NL 0.5 OPT3_S2_ULT3-4_P1C1A+U NonLin Static W_P1A3+_OPTl_S2_NL 0.5 OPTl 52_ULT3-4_P1C1A+D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None OPTl_52_ULT3-4_P1C1A+D NonLin Static S_OPTl_52_NL 1.6 OPT3_52_ULT3-4_P1C1A+D NonLin Static W_P1A1+_OPTl_52 NL 0.5 OPTl_52_ULT3-4_P1C1A+D NonLin Static W_P1A3-_OPTl_S2_NL 0.5 OPT1_52_ULT3-4_P1C1A-U Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength None None None OPTl_52_ULT3-4_P1C1A-U NonLin Static S_OPT1_52_NL 1.6 OPT1_S2_ULT3-4_P1C1A-U NonLin Static W_P1A1+_OPT1_52_NL -0.5 OPT1_S2_ULT3-4_P1C1A-U NonLin Static W_P1A3+_OPTl_S2_NL 0.5 OPT1_52_ULT3-4_P1C1A-D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None OPTl_S2_ULT3-4_P1C1A-D NonLin Static 5_OPTl_52_NL 1.6 OPT3_52_ULT3-4_P1C1A-D NonLin Static W_P1A1+_OPTl_S2_NL -0.5 OPTS_S2_ULT3-4 P1C1A-D NonLin Static W_P1A3-_OPTl_S2_NL 0.5 OPTl_52_ULT3-4_P1C1B+U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPT1_S2_ULT3-4 PSCIB+U NonLin Static S_OPT1_52_NL 1.6 OPT1_S2_ULT3-4_P1C1B+U NonLin Static W_P1B1+_OPTl_S2 NL 0.5 OPTl_S2_ULT3-4_PlC1B+U NonLin Static W_P1B3+_OPTl_S2_NL 0.5 OPT3_S2_ULT3-4_P1C1B+D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPTl_52_ULT3-4_PiC1B+D NonLin Static 5_OPTl_S2_NL 1.6 OPT3_S2_ULT3-4_P1CiB+D NonLin Static W_P1B1+_OPTl_S2_NL 0.5 OPT1_S2_ULT3-4_P1CiB+D NonLin Static W_P1B3-_OPTl_52_NL 0.5 OPTl_S2_ULT3-4_PSCiB-U Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPTl_S2_ULT3-4_P1C1B-U NonLin Static S_OPTl_S2_NL 1.6 OPT1_52_ULT3-4_P1ClB-U NonLin Static W P1Bl+_OPTl_52 NL -0.5 OPTl_S2_ULT3-4_P1C1B-U NonLin Static W_P1B3+_OPTl_S2 NL 0.5 OPT1_52_ULT3-4_P1C1B-D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPTl 52 ULT3-4 P1C1B-D NonLin Static S_OPT3_S2_NL 1.6 OPTl 52_ULT3-4 P1C1B-D NonLin Static W PSBl+ OPTl 52_NL -0.5 OPT1_52_ULT3-4_PlC1B-D NonLin Static W_P1B3-_OPT1_S2_NL 0.5 OPT1_52_ULT3-4_P1C3++U Linear Add No NonLin Static DL_OPT1_52_NL 1.2 Strength None None None OPT3_52_ULT3-4_PlC3++U NonLin Static 5_OPT1_52_NL 1.6 OPTl_S2_ULT3-4_P1C3++U NonLin Static W_P1A1+_OPTl_52_NL 0.375 OPT1_S2_ULT3-4_P1C3++U NonLin Static W_P1A3+_OPTl_S2_NL 0.375 OPT1_S2_ULT3-4_P1C3++U NonLin Static W_P1B1+_OPTl_52_NL 0.375 OPTl_S2_ULT3-4 P1C3++U NonLin Static W_P1B3+_OPTl_S2_NL 0.375 OPTl_S2_ULT3-4_P1C3++D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPT3_S2_ULT3-4_P1C3++D NonLin Static 5 OPTl_S2_NL 1.6 OPTS S2 ULT3-4 PSC3++D NonLin Static W P1A1+ OPTl_S2_NL 0.375 OPTl_52_ULT3-4_P1C3++D NonLin Static W_P1A3-_OPT1_S2_NL 0.375 OPT1_52_ULT3-4_P1C3++D Norlin Static W_P1B1+_OPTl_S2_NL 0.375 OPT1_52_ULT3-4_P1C3++D NonLin Static W_P1B3-_OPT1_S2_NL 0.375 OPTl_52_ULT3-4_P1C3+-U Linear Add No NonLin Static DL_OPT1_52_NL 1.2 Strength None None None -O CD m (D 0 00 OPT1_S2_ULT3-4_P1C3+-U NonLin Static S_OPT1_52_NL 1.6 OPT1_S2_ULT3-4 P1C3+-U NonLin Static W_P1A1+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-4 P1C3+-U NonLin Static W_P1A3+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-4 P1C3+-U NonLin Static W_P1B1+_OPTS_S2_NL -0.375 OPT1_S2_ULT3-4 PlC3+-U NonLin Static W_P1B3+_OPT1_S2_NL 0.375 OPT1_S2_ULT3-4_PlC3+-D Linear Add No NonLin Static DL OPT1_52_NL 1.2 Strength OPT1_S2_ULT3-4_P1C3+-D NonLin Static S_OPT1_S2_NL 1.6 OPT1_S2_ULT3-4_P1C3+-D NonLin Static W_P1A1+_OPT1_S2_NL 0.375 OPT1_52_ULT3-4_PlC3+-D NonLin Static W_P1A3-_OPT1_52_NL 0.375 OPT1_S2_ULT3-4_PlC3+-D NonLin Static W_P1B1+_OPT1_S2_NL -0.375 OPT1_52 ULT3-4_PlC3+-D NonLin Static W_P1B3-_OPT1_S2_NL 0.375 OPT1_52_ULT3-4_PlC3-+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_52_ULT3-4_PlC3-+U NonLin Static S_OPT1_S2_NL 1.6 0PT1_S2_ULT3-4_PlC3-+U NonLin Static W_P1A1+_OPT1_52_NL -0.375 OPT1 52_ULT3-4 P1C3-+U NonLin Static W_P1A3+_OPT1_S2_NL 0.375 OPTl 52_ULT3-4 P1C3-+U NonLin Static W_P1B1+_OPTl_S2_NL 0.375 OPTl_52_ULT3-4_P1C3-+U NonLin Static W_P1B3+_OPTl_S2_NL 0.375 OPT3_52_ULT3-4_P1C3-+D Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength OPT7_52_ULT3-4_P1C3-+D NonLin Static S_OPTl_S2_NL 1.6 OPT1_52_ULT3-4_PlC3-+D NonLin Static W_P1A1+_OPT1_S2_NL -0.375 OPT1_52_ULT3-4_P1C3-+D NonLin Static W_P1A3-_OPT1_52_NL 0.375 OPT1_52_ULT3-4_P1C3-+D NonLin Static W_PlBl+_OPT1_S2_NL 0.375 OPT1_52_ULT3-4_P1C3-+D NonLin Static W_P1B3-_OPT1_52_NL 0.375 OPT1_52_ULT3-4_PSC3--U Linear Add No NonLin Static DL_OPTS_S2_NL 1.2 Strength OPT1_52_ULT3-4_P1C3--U NonLin Static 5 OPTl_52_NL 1.6 OPT1_52_ULT3-4_P1C3--U NonLin Static W_P1A1+_OPTl_S2_NL -0.375 OPT1_S2_ULT3-4_PSC3--U NonLin Static W_P1A3+_OPTl_S2_NL 0.375 OPT1_S2_ULT3-4_P1C3--U NonLin Static W_P1B1+_OPT1_S2_NL -0.375 OPTl_S2_ULT3-4_P1C3--U NonLin Static W_P1B3+_OPTl_S2_NL 0.375 OPT1_52_ULT3-4_P1C3--D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength OPT1_52_ULT3-4_P1C3--D NonLin Static 5_OPT1_52_NL 1.6 OPT1_52_ULT3-4_P1C3--D NonLin Static W_P1A1+_OPT1_S2_NL -0.375 OPTl_S2_ULT3-4_P1C3--D NonLin Static W_P1A3_OPT1_S2_NL 0.375 OPT1_S2_ULT3-4_P1C3--D NonLin Static W_P1B1+_OPT1_S2_NL -0.375 OPTl_S2_ULT3-4_P1C3--D NonLin Static W_P1B3-_OPT1_52_NL 0.375 OPTS_S2_ULT3-4_P2C1A+U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPTS_S2_ULT3-4_P2C1A+U Linear Static SDL_P2 1.2 OPTl_S2_ULT3-4_P2C1A+U NonLin Static 5_OPT1_52_NL 1.6 OPT1_S2_ULT3-4_P2C1A+U NonLin Static W_P2A1+_OPT1_S2_NL 0.5 OPT3_S2_ULT3-4_P2C1A+U NonLin Static W_P2A3+_OPT1_S2_NL 0.5 OPT1_S2_ULT3-4_P2C1A+D Linear Add No NonLin Static DL_OPT1 52 NL 1.2 Strength OPT1_S2_ULT3-4_P2C1A+D Linear Static SDL_P2 1.2 OPTl S2_ULT3-4_P2C1A+D NonLin Static S_OPT1_S2_NL 1.6 OPTl 52 ULT3-4_P2C1A+D NonLin Static W P2A1+_OPT1 S2_NL 0.5 OPT1_S2_ULT3-4_P2C1A+D NonLin Static W_P2A3-_OPTl_52_NL 0.5 OPT1_S2_ULT3-4_P2C1A-U Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength OPT1_S2_ULT3-4_P2C1A-U Linear Static SDL_P2 1.2 OPT1_52_ULT3-4_P2C1A-U NonLin Static S_OPT1_S2_NL 1.6 OPT1_S2_ULT3-4_P2C1A-U NonLin Static W_P2A1+_OPTl_S2_NL -0.5 OPT1_S2_ULT3-4_P2C1A-U NonLin Static W_P2A3+_OPT1_52_NL 0.5 OPTl_S2_ULT3-4_P2C1A-D Linear Add No NonLin Static DL_OPTl S2_NL 1.2 Strength OPT1_S2_ULT3-4_P2C1A-D Linear Static SDL_P2 1.2 OPTi 52_ULT3-4_P2C1A-D NonLin Static S OPTl_S2 NL 1.6 OPT3_S2_ULT3-4_P2C1A-D NonLin Static W_P2A1+_OPTl_S2_NL -0.5 OPTl_S2_ULT3-4_P2C1A-D NonLin Static W_P2A3-_OPT3_S2_NL 0.5 OPT1_S2_ULT3-4_P2C1B+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None t� CD 0 0 0 00 0PT1_S2_ULT3-4_P2C1B+U Linear Static SDL_P2 1.2 0PT1_52_ULT3-4_P2C1B+U NonLin Static S_0PT1_S2_NL 1.6 0PT1_S2_ULT3-4_P2C1B+U NonLin Static W_P2B1+_0PTl_S2_NL 0.5 0PT1_S2_ULT3-4_P2C1B+U NonLin Static W_P2B3+_OPTl S2_NL 0.5 0PT1_S2_ULT3-4_P2C1B+D Linear Add No NonLin Static DL_0PTl_S2_NL 1.2 Strength 0PT1_S2_ULT3-4_P2C1B+D Linear Static SDL_P2 1.2 OPTl S2 ULT3-4_P2C1B+D NonLin Static S_0PTl_S2_NL 1.6 0PT1_S2_ULT3-4_P2C1B+D NonLin Static W_P2B1+_OPTl S2_NL 0.5 OPTl_S2_ULT3-4_P2C1B+D NonLin Static W_P283-_0PT1_S2_NL 0.5 0PT1_S2_ULT3-4_P2C1B-U Linear Add No NonLin Static DL_0PT1_S2 NL 1.2 Strength 0PTS_S2_ULT3-4_P2C1B-U Linear Static SDL_P2 1.2 OPT1_S2_ULT3-4_P2C1B-U NonLin Static S_0PT1_S2_NL 1.6 0PT1_S2_ULT3-4_P2C1B-U NonLin Static W_P2B1+_OPTS S2_NL -0.5 0PT1_S2_ULT3-4_P2C1B-U NonLin Static W_P2B3+_0PT1_S2_NL O.S 0PTl_52_ULT3-4_P2C1B-D Linear Add No NonLin Static DL_0PTl_S2_NL 1.2 Strength 0PT1_S2_ULT3-4_P2C1B-D Linear Static SDL_P2 1.2 0PT1_S2_ULT3-4_P2C1B-D NonLin Static 5_0PT1_S2_NL 1.6 0PT1_52_ULT3-4_P2C1B-D NonLin Static W_P2B1+_0PT1_S2_NL -0.5 0PT1_S2_ULT3-4_P2C1B-D NonLin Static W_P2B3-_0PT1_S2_NL 0.5 0PT3_52_ULT3-4 P2C3++U Linear Add No NonLin Static DL_0PT1_S2_NL 1.2 Strength 0PT1_S2_ULT3-4_P2C3++U Linear Static SDL_P2 1.2 0PT1_S2_ULT3-4_P2C3++U NonLin Static S_0PT1 S2_NL 1.6 0PT1_S2_ULT3-4_P2C3++U NonLin Static W P2A1+_0PT3_S2_NL 0.375 OPTS S2_ULT3-4 P2C3++U NonLin Static W P2A3+ 0PTI_S2_NL 0.375 0PT1_S2_ULT3-4_P2C3++U NonLin Static W_P2B1+_0PT1_S2_NL 0.375 0PT1_S2_ULT3-4_P2C3++U NonLin Static W_P263+_0PT3_52_NL 0.375 0PT1_52_ULT3-4_P2C3++D Linear Add No NonLin Static DL_0PT1_52_NL 1.2 Strength 0PT1_S2_ULT3-4_P2C3++D Linear Static SDL_P2 1.2 0PT1_S2_ULT3-4_P2C3++D NonLin Static 5_0PT1_S2_NL 1.6 OPTS S2_ULT3-4_P2C3++D NonLin Static W_P2A1+ 0PT1_S2_NL 0.375 OPTS S2_ULT3-4_P2C3++D NonLin Static W_P2A3-_OPT1S2_NL 0.375 0PT1_S2_ULT3-4_P2C3++D NonLin Static W_P2B1+_0PT1_S2_NL 0.375 0PT1_S2_ULT3-4 P2C3++D NonLin Static W_P2B3-_0PT1_S2_NL 0.375 0PT1_S2_ULT3-4 P2C3+-U Linear Add No NonLin Static DL_0PTl_S2_NL 1.2 Strength 0PT1_S2_ULT3-4_P2C3+-U Linear Static SDL_P2 1.2 0PTl_S2_ULT3-4_P2C3+-U NonLin Static S_0PTl_S2_NL 1.6 0PT1_52_ULT3-4_P2C3+-U NonLin Static W P2A1+_OPTS S2 NL 0.375 0PT1_S2_ULT3-4_P2C3+-U NonLin Static W_P2A3+_0PT1_S2_NL 0.375 0PTS_S2_ULT3-4_P2C3+-U NonLin Static W_P2B1+_0PT1_S2_NL -0.375 0PT1_S2_ULT3-4_P2C3+-U NonLin Static W_P2B3+_0PT1_S2_NL 0.375 0PT1_S2_ULT3-4_P2C3+-D Linear Add No NonLin Static DL_0PT1_S2_NL 1.2 Strength 0PT1_S2_ULT3-4_P2C3+-D Linear Static SDL_P2 1.2 0PT1_S2_ULT3-4_P2C3+-D NonLin Static 5_0PT1_52_NL 1.6 0PT1_S2_ULT3-4_P2C3+-D NonLin Static W_P2A1+_0PTl_S2_NL 0.375 0PT1_S2_ULT3-4_P2C3+-D NonLin Static W_P2A3-_0PT1_S2_NL 0.375 0PT1_52_ULT3-4_P2C3+-D NonLin Static W_P2B1+_0PT1_S2_NL -0.375 0PT1_S2_ULT3-4_P2C3+-D NonLin Static W P2B3- 0PT1_S2_NL 0.375 0PTS_S2_ULT3-4_P2C3-+U Linear Add No NonLin Static DL_0PT1_S2_NL 1.2 Strength 0PT1_52_ULT3-4_P2C3-+U Linear Static SDL_P2 1.2 0PT1_S2_ULT3-4_P2C3-+U NonLin Static 5_0PTl_S2_NL 1.6 0PT1_S2_ULT3-4_P2C3-+U NonLin Static W_P2A1+_0PT1_S2_NL -0.375 0PT1_S2_ULT3-4_P2C3-+U NonLin Static W_P2A3+_0PT1_S2_NL 0.375 0PT1_S2_ULT3-4_P2C3-+U NonLin Static W_P2B1+_0PT1_S2_NL 0.375 0PT3_S2_ULT3-4_P2C3-+U Norlin Static W_P2B3+_0PTl_S2_NL 0.375 0PTl_S2_ULT3-4_P2C3-+D Linear Add No NonLin Static DL_0PTl_S2_NL 1.2 Strength OPTS S2 ULT3-4 P2C3-+D Linear Static SDL P2 1.2 None None None None None None None None None None None None None None None None None None None None None None None None None None None OPTS_52_ULT3-4 P2C3-+D NonLin Static S_OPTl_S2_NL 1.6 OPTS 52 ULT3-4 P2C3-+D NonLin Static W_P2A1+_OPTl_52_NL -0.375 OPT1 52 ULT3-4 P2C3-+D NonLin Static W_P2A3-_OPT1_52_NL 0.375 OPT1 _52_ULT3-4 P2C3-+D NonLin Static W_P2B1+_OPT1_52_NL 0.375 OPTl_52_ULT3-4 P2C3-+D NonLin Static W_P2B3-_OPTl_S2_NL 0.375 OPT1 _52_ULT3-4 P2C3--U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPT1 _52_ULT3-4 P2C3--U Linear Static SDL_P2 1.2 OPT1 _52_ULT3-4 P2C3--U NonLin Static 5_OPTl_S2_NL 1.6 OPTl S2 ULT3-4 P2C3--U NonLin Static W_P2A1+_OPTl 52_NL -0.375 OPTl_S2 ULT3-4 P2C3--U NonLin Static W_P2A3+_OPTS_52_NL 0.375 OPT1 _S2_ULT3-4 P2C3--U NonLin Static W_P2B1+_OPTl_52_NL -0.375 OPT1 _S2_ULT3-4 P2C3--U NonLin Static W_P2B3+_OPTl_S2_NL 0.375 OPT1 _52_ULT3-4 P2C3--D Linear Add No NonLin Static DL_OPT1_52_NL 1.2 Strength None None None OPTS_52_ULT3-4 P2C3--D Linear Static SDL_P2 1.2 OPT1 _52_ULT3-4 P2C3--D NonLin Static S_OPT1_52_NL 1.6 OPT1 _52_ULT3-4 P2C3--D NonLin Static W_P2A1+_OPTl_S2_NL -0.375 OPTl_52_ULT3-4 P2C3--D NonLin Static W_P2A3-_OPTl_52_NL 0.375 OPT1 _52_ULT3-4_P2C3--D NonLin Static W_P2B1+_OPTl_S2_NL -0.375 OPT1 _52_ULT3-4_P2C3--D NonLin Static W_P2B3-_OPT1 _S2_NL 0.375 OPT1 52 ULT4-1 P1C1A+U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPT1 _52_ULT4-1 P1C1A+U NonLin Static LL_OPT1_52_NL 0.5 OPT1 S2_ULT4-1 P1C1A+U NonLin Static W_P1A1+_OPTS 52_NL 1 OPT1 _52_ULT4-1 P1C1A+U NonLin Static W_P1A3+_OPTl_S2_NL 1 OPT1 _S2_ULT4-1_P1C1A+D Linear Add No NonLinStatic DL_OPTl_S2_NL 1.2 Strength None None None OPT1 _S2_ULT4-1_P1C1A+D NonLin Static LL_OPT1_52_NL 0.5 OPT1_52_ULT4-1_P1CSA+D NonLin Static W_P1A1+_OPTl_S2_NL 1 OPT1_52_ULT4-1_P1C1A+D NonLin Static W_P1A3-_OPT1_52_NL 1 OPT1_S2_ULT4-1_P1C1A-U Linear Add No NonLin Static DL_OPT3_52_NL 1.2 Strength None None None OPTS 52_ULT4-1_P1C1A-U NonLin Static LL_OPTl_S2_NL 0.5 OPT1_52_ULT4-1_P1C1A-U NonLin Static W_P1A1+_OPT1_52 NL 0 OPT1 S2_ULT4-1 P1C1A-U NonLin Static W_P1A3+_OPTl_52_NL 1 OPT1 _52_ULT4-1_P1C1A-D Linear Add No NonLin Static DL_OPT3_52_NL 1.2 Strength None None None OPTl_52_ULT4-1_P1C1A-D NonLin Static LL_OPTl_52_NL 0.5 OPT1_S2_ULT4-1_P1C1A-D NonLin Static W_P1A1+_OPTl_52_NL 0 OPT1_52_ULT4-1_P1C1A-D NonLin Static W_P1A3-_OPTl_S2_NL 1 OPT1_S2_ULT4-1_P1C1B+U Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPT1_52_ULT4-1_P1C1B+U NonLin Static LL_OPTl_52_NL 0.5 OPTl_52_ULT4-1_P1C1B+U NonLin Static W_P1B1+_OPTl_S2_NL 1 OPT3_52_ULT4-1_P1C1B+U NonLin Static W_P1B3+_OPTi_S2_NL 1 OPT1_S2_ULT4-1_P1C1B+D Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength None None None OPTl_52_ULT4-1_P1C1B+D NonLin Static LL_OPTl_52_NL 0.5 OPT1_52_ULT4-1_P1C1B+D NonLin Static W_P1B1+_OPTl 52_NL 1 OPT1_52_ULT4-1_P1C1B+D NonLin Static W_P1B3-_OPT1_S2_NL 1 OPT3_52_ULT4-1 P1C1B-U Linear Add No NonLin Static DL OPT1_52_NL 1.2 Strength None None None OPTS_S2_ULT4-1_P1C1B-U NonLin Static LL_OPT1_S2_NL 0.5 OPT1_52_ULT4-1_P1C1B-U NonLin Static W_P1B1+_OPTS_S2_NL 0 OPT1_52_ULT4-1_PlC1B-U NonLin Static W_P1B3+_OPT1_S2_NL 1 OPT1_52_ULT4-1_PlC1B-D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None OPTS_S2_ULT4-1_P1C1B-D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P1C1B-D NonLin Static W_P1B1+_OPT1_52_NL 0 OPT1_S2_ULT4-1_P1C1B-D NonLin Static W_P1B3-_OPT1_52_NL 1 OPTl_52_ULT4-1_P1C3++U Linear Add No NonLin Static DL_OPT1 _S2_NL 1.2 Strength None None None OPTi S2_ULT4-1_P1C3++U NonLin Static LL_OPT3_52 NL 0.5 OPTl_S2_ULT4-1_P1C3++U NonLin Static W_P1A1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3++U NonLin Static W_P1A3+_OPT1 _52_NL 0.75 OPTS S2 ULT4-1 P1C3++U NonLin Static W PlBl+ OPTl S2 NL 0.75 CD N N 0 m rp OPTS S2_ULT4-1 P1C3++U NonLin Static W_P1B3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3++D Linear Add No NonLin Static DL_OPTS_S2_NL 1.2 Strength OPT1_S2_ULT4-1_PiC3++D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P1C3++D NonLin Static W_P1A1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3++D NonLin Static W_P1A3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3++D NonLin Static W_P1B1+_OPT1_S2_NL 0.75 OPTS S2_ULT4-1 P1C3++D NonLin Static W_P1B3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3+-U Linear Add No NonLin Static DL_OPT3_52 NL 1.2 Strength OPT1_S2_ULT4-1_PlC3+-U NonLin Static LL_OPTl_S2_NL 0.5 OPT1_S2_ULT4-1_PlC3+-U NonLin Static W_P1A1+_OPTl_S2_NL 0.75 OPTl_S2_ULT4-1_PlC3+-U NonLin Static W_PSA3+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3+-U NonLin Static W_PSBl+_OPTl_S2_NL -0.75 OPT1_S2_ULT4-1_P1C3+-U NonLin Static W_P1B3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3+-D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-1_P1C3+-D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P1C3+-D NonLin Static W_P1A1+_OPT1_S2_NL 0.75 OPT1_52_ULT4-1_P1C3+-D NonLin Static W_P1A3-_OPT1_S2_NL 0.75 OPT1_52_ULT4-1_P1C3+-D NonLin Static W_P1B1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-1_PiC3+-D NonLin Static W_P1B3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3-+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2 ULT4-1_P1C3-+U NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P1C3-+U NonLin Static W_P1A1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-1_PlC3-+U NonLin Static W P1A3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_PlC3-+U NonLin Static W P1B1+_OPT1_S2_NL 0.75 OPT1_52_ULT4-1_PlC3-+U NonLin Static W_P1B3+_OPT1_S2_NL 0.75 OPT3_S2_ULT4-1_P1C3-+D Linear Add No NonLin Static DL_OPT3_S2 NL 1.2 Strength OPT1_S2_ULT4-1_P1C3-+D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P1C3-+D NonLin Static W_P1A1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-1_PlC3-+D NonLin Static W_P1A3-_OPT1_S2_NL 0.75 OPT1_52_ULT4-1_P1C3-+D NonLin Static W_P1B1+_OPT1_S2_NL 0.75 OPT1 S2 ULT4-1 P1C3-+D NonLin Static W_P1B3-_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1 P1C3--U Linear Add No NonLin Static DL OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-1 PlC3--U NonLin Static LL_OPTl_S2_NL 0.5 OPT1_S2_ULT4-1_P1C3--U NonLin Static W_P1A1+_OPTl_S2_NL -0.75 OPTl S2 ULT4-1 P1C3--U NonLin Static W_P1A3+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1_P1C3--U NonLin Static W_P1B1+_OPTl_S2_NL -0.75 OPT1_S2_ULT4-1 PSC3--U NonLin Static W_PSB3+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1 PlC3--D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-1 PlC3--D NonLin Static LL_OPTl_S2_NL 0.5 OPT1_S2_ULT4-1 P1C3--D NonLin Static W_P1A1+_OPTl_S2_NL -0.75 OPTl_S2_ULT4-1 P1C3--D NonLin Static W_P1A3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1 P1C3--D NonLin Static W_P1B1+_OPT1S2_NL -0.75 OPT1_S2_ULT4-1_P1C3--D NonLin Static W_P1B3-_OPT1_S2_NL 0.75 OPT3_S2_ULT4-1_P2C1A+U Linear Add No NonLin Static DL_OPTl_S2 NL 1.2 Strength OPT1_S2_ULT4-1_P2C1A+U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-1_P2C1A+U NonLin Static LL_OPTl_S2_NL 0.5 OPT1_S2_ULT4-1_P2C1A+U NonLin Static W_P2A1+_OPTl_S2_NL 1 OPTl_S2_ULT4-1_P2C1A+U NonLin Static W_P2A3+_OPTl_S2_NL 1 OPTl_S2_ULT4-1_P2C1A+D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-1 P2C1A+D Linear Static SDL_P2 1.2 OPTS_S2_ULT4-1 P2C1A+D NonLin Static LL_OPTl_S2_NL 0.5 OPTS_S2_ULT4-1 P2C1A+D NonLin Static W_P2A1+_OPTl_S2_NL 1 OPT1_S2_ULT4-1 P2C1A+D NonLin Static W_P2A3-_OPT1_S2_NL 1 OPT1_S2_ULT4-1 P2C1A-U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-1_P2C1A-U Linear Static SDL_P2 1.2 OPTS S2 ULT4-1 P2C1A-U NonLin Static LL_OPT1_S2_NL 0.5 None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None OPTl_S2_ULT4-1_P2C1A-U NonLin Static W_P2A1+ OPTl_S2_NL 0 OPT1_S2_ULT4-1_P2C1A-U NonLin Static W_P2A3+_OPTl_S2_NL 1 OPTS S2_ULT4-1_P2C1A-D Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength OPTS S2_ULT4-1_P2C1A-D Linear Static SDL_P2 1.2 OPTS S2_ULT4-1_P2CSA-D NonLin Static LL_OPT1_52_NL 0.5 OPTS S2_ULT4-1_P2C1A-D NonLin Static W_P2A1+_OPTl_S2_NL 0 OPT1_S2_ULT4-1_P2C1A-D NonLin Static W_P2A3-_OPT1_S2_NL 1 OPTl_S2_ULT4-1_P2C1B+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPTS S2_ULT4-1 P2C1B+U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-1_P2C1B+U NonLin Static LL_OPT1_S2_NL 0.5 OPTS S2 ULT4-1 P2C1B+U NonLin Static W_P2B1+_OPTl_S2_NL 1 OPTS_S2 ULT4-1 P2C1B+U NonLin Static W_P2B3+_OPTl_S2_NL 1 OPT1_S2 ULT4-1 P2C1B+D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT3_S2_ULT4-1_P2C1B+D Linear Static SDL_P2 1.2 OPTS_S2_ULT4-1_P2C1B+D NonLin Static LL_OPTl_S2_NL 0.5 OPT1_52_ULT4-1_P2ClB+D NonLin Static W_P2B1+_OPTl_S2_NL 1 OPT1_S2_ULT4-1_P2ClB+D NonLin Static W_P2B3-_OPTl_S2_NL 1 OPT1_S2_ULT4-1_P2C1B-U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_52_ULT4-1_P2C1B-U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-1_P2C1B-U NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P2C1B-U NonLin Static W_P2B1+_OPT1_S2_NL 0 OPTS S2_ULT4-1 P2C1B-U NonLin Static W_P2B3+_OPT1_S2_NL 1 OPT1_S2_ULT4-1_P2C1B-D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2 ULT4-1 P2C1B-D Linear Static SDL_P2 1.2 OPT1_S2_ULT4-1_P2C1B-D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P2C1B-D NonLin Static W_P2B1+_OPT1_S2_NL 0 OPT1_S2_ULT4-1_P2C1B-D NonLin Static W_P283-_OPT1_S2_NL 1 OPT1_S2_ULT4-1_P2C3++U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-1_P2C3++U Linear Static SDL_P2 1.2 OPTi_S2_ULT4-1_P2C3++U NonLin Static LL_OPTl_S2_NL 0.5 OPT1_S2_ULT4-1_P2C3++U NonLin Static W_P2A1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3++U NonLin Static W_P2A3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3++U NonLin Static W_P2B1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3++U NonLin Static W_P2B3+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3++D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-1_P2C3++D Linear Static SDL_P2 1.2 OPT1_S2_ULT4-1_P2C3++D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P2C3++D NonLin Static W_P2A1+_OPTl_S2_NL 0.75 OPT1_52_ULT4-1_P2C3++D NonLin Static W_P2A3_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3++D NonLin Static W_P2B1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3++D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3+-U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-1_P2C3+-U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-1_P2C3+-U NonLin Static LL_OPT1_52_NL 0.5 OPT3_S2_ULT4-1_P2C3+-U NonLin Static W_P2A1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3+-U NonLin Static W_P2A3+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3+-U NonLin Static W_P2B1+_OPTl_S2_NL -0.75 OPT1_S2_ULT4-1_P2C3+-U NonLin Static W_P2B3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3+-D Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength OPT1_S2_ULT4-1_P2C3+-D Linear Static SDL_P2 1.2 OPTS_52_ULT4-1_P2C3+-D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1_P2C3+-D NonLin Static W P2Al+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3+-D NonLin Static W_P2A3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1_P2C3+-D NonLin Static W_P2B1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-1_P2C3+-D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPTl_S2_ULT4-1_P2C3-+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None 0PT1_S2_ULT4-1_P2C3-+U Linear Static SDL_P2 1.2 OPT1_52_ULT4-1_P2C3-+U NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT4-1 P2C3-+U NonLin Static W_P2A1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-1 P2C3-+U NonLin Static W_P2A3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1 P2C3-+U NonLin Static W_P2B1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1 P2C3-+U NonLin Static W_P2B3+_OPT1_52_NL 0.75 OPT1 S2_ULT4-1 P2C3-+D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-1 P2C3-+D Linear Static SDL_P2 1.2 OPT1_S2_ULT4-1 P2C3-+D NonLin Static LL_OPTl_52_NL 0.5 OPT1_S2_ULT4-1 P2C3-+D NonLin Static W_P2A1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-1 P2C3-+D NonLin Static W_P2A3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-1 P2C3-+D NonLin Static W_P2B1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-1 P2C3-+D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPT3_S2 ULT4-1 P2C3--U Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength OPT3_S2_ULT4-1_P2C3--U Linear Static SDL_P2 1.2 OPT3_S2_ULT4-1 P2C3--U NonLin Static LL_OPTl_S2_NL 0.5 OPT3_S2_ULT4-1 P2C3--U NonLin Static W_P2A1+_OPTS_S2_NL -0.75 OPT1_S2_ULT4-1 P2C3--U NonLin Static W_P2A3+_OPTi_S2_NL 0.75 OPT1_S2_ULT4-1 P2C3--U NonLin Static W_P2B1+_OPT1_S2 NL -0.75 OPT1_S2_ULT4-1 P2C3--U NonLin Static W_P2B3+_OPT1_S2_NL 0.75 OPT3_S2_ULT4-1 P2C3--D Linear Add No NonLin Static DL_OPT1_52_NL 1.2 Strength OPT1 S2 ULT4-1 P2C3--D Linear Static SDL_P2 1.2 OPT1_52_ULT4-1 P2C3--D NonLin Static LL_OPT1_S2 NL 0.5 OPT1_S2_ULT4-1 P2C3--D NonLin Static W_P2A1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-1_P2C3--D NonLin Static W_P2A3-_OPT1_S2_NL 0.75 OPTl_S2_ULT4-1 P2C3--D NonLin Static W_P2B1+_OPTl_S2_NL -0.75 OPTl_S2_ULT4-1_P2C3--D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPT1_S2 ULT4-2 P1C1A+U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-2 P1C1A+U NonLin Static S_OPT1_S2_NL 0.5 OPTl_S2_ULT4-2_P1C1A+U NonLin Static W_P1A1+_OPTS S2_NL 1 OPTl_S2_ULT4-2_P1C1A+U NonLin Static W_P1A3+_OPTl_52_NL 1 OPT1_S2_ULT4-2_P1C1A+D Linear Add No NonLin Static DL_OPTl S2_NL 1.2 Strength OPT1_S2_ULT4-2_P1C1A+D NonLin Static S_OPT1_S2_NL 0.5 OPT3_S2_ULT4-2_P1C1A+D NonLin Static W_P1A1+_OPT1_S2_NL 1 OPTl_S2_ULT4-2_P1C1A+D NonLin Static W_P1A3-_OPTl_S2_NL 1 OPT1_S2_ULT4-2 P1C1A-U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P1C1A-U NonLin Static S_OPT1_52_NL 0.5 OPT1_S2_ULT4-2_P1C1A-U NonLin Static W_P1A1+_OPT1_S2_NL -1 OPT1 S2_ULT4-2 P1C1A-U NonLin Static W_P1A3+_OPTI S2_NL 1 OPT3_S2_ULT4-2_P1C1A-D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPTl_S2_ULT4-2_P1C1A-D NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_ULT4-2_P1C1A-D NonLin Static W_P1A1+_OPTl_52_NL -1 OPT1_S2_ULT4-2_P1C1A-D NonLin Static W_P1A3-_OPT1_S2_NL 1 OPT1_S2 ULT4-2_P1C1B+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P1C1B+U NonLin Static S_OPT1_S2_NL 0.5 OPTl_S2_ULT4-2_P1ClB+U NonLin Static W_P1B1+_OPTl_S2_NL 1 OPT1_S2_ULT4-2_P1C1B+U NonLin Static W_P1B3+_OPTl_S2_NL 1 OPTl_S2_ULT4-2_P1C1B+D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT3_S2_ULT4-2_P1C1B+D NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_ULT4-2_P1C1B+D NonLin Static W_P1B1+_OPTl_S2_NL 1 OPT1_S2_ULT4-2_P1C1B+D NonLin Static W_P1B3-_OPTl_S2_NL 1 OPT1_S2_ULT4-2_P1C1B-U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P1C1B-U NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_ULT4-2_P1C1B-U NonLin Static W_P1B1+_OPT1_S2_NL -1 OPT1_S2_ULT4-2_P1C1B-U NonLin Static W_P1B3+_OPTl_S2_NL 1 OPT1_S2_ULT4-2_P1C1B-D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None 0PT1_52_ULT4-2_P1C1B-D NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_ULT4-2_PlC1B-D NonLin Static W_P1B1+_OPT1_S2_NL -1 OPT1_S2_ULT4-2_P1C1B-D NonLin Static W_P1B3-_OPT1 S2_NL 1 OPT3_S2_ULT4-2_P1C3++U Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P1C3++U NonLin Static S_OPTS_52 NL 0.5 OPT1_S2_ULT4-2_P1C3++U NonLin Static W_P1A1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2_P1C3++U NonLin Static W_P1A3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2_P1C3++U NonLin Static W_P1B1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2_P1C3++U NonLin Static W_P1B3+_OPT1_52_NL 0.75 OPT1 S2_ULT4-2 P1C3++D Linear Add No NonLin Static DL_OPT1_52_NL 1.2 Strength OPT1 S2_ULT4-2 P1C3++D NonLin Static S_OPT1_S2_NL 0.5 OPT1 S2 ULT4-2 P1C3++D NonLin Static W_P1A1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2 PlC3++D NonLin Static W_P1A3-_OPT1_52_NL 0.75 OPT3_S2 ULT4-2 PlC3++D NonLin Static W_P1B1+_OPT1_S2_NL 0.75 OPT1_52_ULT4-2 P1C3++D NonLin Static W_P1B3-_OPT1_S2_NL 0.75 OPT1_52_ULT4-2 PlC3+-U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_52_ULT4-2 P1C3+-U NonLin Static 5_OPT1_S2_NL 0.5 OPT1_52_ULT4-2 P1C3+-U NonLin Static W_P1A1+_OPT1_52_NL 0.75 OPT1_S2_ULT4-2 P1C3+-U NonLin Static W_P1A3+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2 P1C3+-U NonLin Static W_P1B1+_OPT1_52_NL -0.75 OPT1_S2_ULT4-2 P1C3+-U NonLin Static W_P1B3+_OPT1_52_NL 0.75 OPT1_52_ULT4-2 P1C3+-D Linear Add No NonLin Static DL_OPT1_52_NL 1.2 Strength OPT1_S2_ULT4-2 P1C3+-D NonLin Static S_OPT1_S2_NL 0.5 OPT1 52 ULT4-2 P1C3+-D NonLin Static W_P1A1+_OPT1_S2_NL 0.75 OPT1_52_ULT4-2 P1C3+-D NonLin Static W_P1A3-_OPTl_S2_NL 0.75 OPTl S2 ULT4-2 P1C3+-D NonLin Static W_P1B1+_OPTl_S2_NL -0.75 OPT1_52_ULT4-2_P1C3+-D NonLin Static W_P1B3-_OPT1_S2_NL 0.75 OPT1_S2 ULT4-2 P1C3-+U Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength OPT1_S2_ULT4-2 P1C3-+U NonLin Static S_OPTl_52_NL 0.5 OPT1_52_ULT4-2_P1C3-+U NonLin Static W_P1A1+ OPT1_S2_NL -0.75 OPT1_S2_ULT4-2_P1C3-+U NonLin Static W_P1A3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2 P1C3-+U NonLin Static W_P1B1+_OPT1_52_NL 0.75 OPT1_S2_ULT4-2_PlC3-+U NonLin Static W_P1B3+_OPT1_52 NL 0.75 OPT1_S2_ULT4-2_P1C3-+D Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength OPT1 52 ULT4-2 PlC3-+D NonLin Static S_OPTl_52_NL 0.5 OPT1_S2_ULT4-2_P1C3-+D NonLin Static W_P1A1+ OPT1_S2_NL -0.75 OPT1_S2_ULT4-2 P1C3-+D NonLin Static W_P1A3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2 P1C3-+D NonLin Static W_P1B1+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2_P1C3-+D NonLin Static W_P1B3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2 PlC3--U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-2 P1C3--U NonLin Static S_OPT1_52_NL O.S OPT1_S2_ULT4-2 P1C3--U NonLin Static W_P1A1+_OPTl_52_NL -0.75 OPTl_S2_ULT4-2 PlC3--U NonLin Static W_P1A3+_OPT1_52_NL 0.75 OPT3_S2_ULT4-2 P1C3--U NonLin Static W_P1B1+_OPTl_S2_NL -0.75 OPT1_S2_ULT4-2_PlC3--U NonLin Static W_P1B3+_OPTl_S2_NL 0.75 OPT1_52_ULT4-2_P1C3--D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P1C3--D NonLin Static 5_OPT1_S2_NL 0.5 OPT1_S2_ULT4-2 PlC3--D NonLin Static W_P1A1+_OPT1_52_NL -0.75 OPT1_S2_ULT4-2 P1C3--D NonLin Static W_P1A3-_OPT1_S2 NL 0.75 OPT1_S2_ULT4-2 P1C3--D NonLin Static W_P1B1+_OPT1_S2_NL -0.75 OPT1_S2_ULT4-2 P1C3--D NonLin Static W_P1B3-_OPT1 S2_NL 0.75 OPT3_S2_ULT4-2 P2C1A+U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPTl_S2_ULT4-2_P2C1A+U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2_P2C1A+U NonLin Static S_OPT3_S2_NL 0.5 OPT1_S2_ULT4-2_P2C1A+U NonLin Static W_P2A1+_OPTl_S2_NL 1 OPT1_52_ULT4-2_P2C1A+U NonLin Static W_P2A3+_OPT1_S2_NL 1 None None None None None None None None None None None None None None None None None None None None None None None None None None None 4 OPT1_S2_ULT4-2_P2C1A+D Linear Add No NonLin Static DL_OPT1 _S2_NL 1.2 Strength OPTl_S2_ULT4-2_P2C1A+D Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2 P2C1A+D NonLin Static S_OTi_S2_NL P 0.5 OPT1 _S2_ULT4-2 P2C1A+D NonLin Static W_P2Al+_OPT1 _S2_NL 1 OPT1 _S2_ULT4-2_P2C1A+D NonLin Static W_P2A3-_OPTl_S2_NL 1 OPT1 S2_ULT4-2 P2C1A-U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1 _S2_ULT4-2 P2C1A-U Linear Static SDL_P2 1.2 OPT1 _S2_ULT4-2 P2C1A-U NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_ULT4-2 P2C1A-U NonLin Static W_P2A1+_OPT1 _S2_NL -1 OPTl_S2_ULT4-2 P2C1A-U NonLin Static W_P2A3+_OPT1 _S2_NL 1 OPT1S2 ULT4-2 P2C1A-D Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength OPT1_S2_ULT4-2 P2C1A-D Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2 P2C1A-D NonLin Static S_OPT1_S2_NL 0.5 OPTS_S2_ULT4-2 P2C1A-D NonLin Static W_P2A1+_OPT1 _S2_NL -1 OPTl S2_ULT4-2 P2C1A-D NonLin Static W_P2A3-_OPTl_S2_NL 1 OPT1_S2_ULT4-2 P2C1B+U Linear Add No NonLin Static DL_OPT1 _S2_NL 1.2 Strength OPT1 _S2_ULT4-2_P2C1B+U Linear Static SDL_P2 1.2 OPTl_S2_ULT4-2_P2C1B+U NonLin Static S_OPTl_52_NL 0.5 OPT1 S2_ULT4-2 P2C1B+U NonLin Static W_P2B1+_OPTl_S2_NL 1 OPT1 _S2_ULT4-2 P2C1B+U NonLin Static W_P2B3+_OPT1 _52_NL 1 OPT1 _S2_ULT4-2 P2C1B+D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P2C1B+D Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2_P2C1B+D NonLin Static S_OPT1_S2_NL 0.5 OPT3_S2_ULT4-2_P2C1B+D NonLin Static W_P2Bl+_OPT1 _S2_NL 1 OPT1_S2_ULT4-2_P2C1B+D NonLin Static W_P2B3-_OPTl_S2_NL 1 OPT1S2_ULT4-2_P2C1B-U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPTS_S2_ULT4-2_P2C1B-U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2_P2C1B-U NonLin Static S_OPT1_S2_NL 0.5 OPTl_S2_ULT4-2_P2C1B-U NonLin Static W_P2B1+_OPTl_S2_NL -1 OPTl_S2_ULT4-2_P2C1B-U NonLin Static W_P2B3+_OPTl_S2_NL 1 OPT1 _S2_ULT4-2_P2C1B-D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1 _S2_ULT4-2_P2C1B-D Linear Static SDL_P2 1.2 OPT1 _S2_ULT4-2 P2C1B-D NonLin Static S_OPT1_S2_NL 0.5 OPT1 _S2_ULT4-2 P2C1B-D NonLin Static W_P2B1+_OPTl_S2_NL -1 OPT1 _S2_ULT4-2_P2C1B-D NonLin Static W_P2B3-_OPT1_S2_NL 1 OPTl_S2_ULT4-2 P2C3++U Linear Add No NonLin Static DL_OPT3_S2 NL 1.2 Strength OPT1 _S2_ULT4-2 P2C3++U Linear Static SDL_P2 1.2 OPTl_S2_ULT4-2 P2C3++U NonLin Static S_OPTl_S2_NL 0.5 OPT1_S2_ULT4-2_P2C3++U NonLin Static W_P2A1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2_P2C3++U NonLin Static W_P2A3+_OPT1_52_NL 0.75 OPT1_S2_ULT4-2_P2C3++U NonLin Static W_P2B1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2_P2C3++U NonLin Static W_P2B3+_OPTl_S2_NL 0.75 OPTl_S2_ULT4-2_P2C3++D Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P2C3++D Linear Static SDL_P2 1.2 OPT3_S2_ULT4-2_P2C3++D NonLin Static S_OPTl_52_NL 0.5 OPT1_S2_ULT4-2_P2C3++D NonLin Static W_P2A1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2_P2C3++D NonLin Static W_P2A3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2_P2C3++D NonLin Static W_P2B1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2 P2C3++D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPT3_S2_ULT4-2 P2C3+-U Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength OPT1_S2_ULT4-2_P2C3+-U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2_P2C3+-U NonLin Static S_OPTl_S2_NL 0.5 OPT1_S2_ULT4-2_P2C3+-U NonLin Static W_P2A1+_OPTS S2_NL 0.75 OPT1_S2_ULT4-2_P2C3+-U NonLin Static W_P2A3+_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2_P2C3+-U NonLin Static W_P2B1+_OPTl_S2_NL -0.75 OPT1_S2_ULT4-2_P2C3+-U NonLin Static W_P2B3+_OPTl_52_NL 0.75 None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None 0PT1 S2_ULT4-2 P2C3+-D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPT1_S2_ULT4-2_P2C3+-D Linear Static SDL_P2 1.2 OPTl_S2_ULT4-2_P2C3+-D NonLin Static S_OPTl S2 NL 0.5 OPT1_S2_ULT4-2_P2C3+-D NonLin Static W_P2A1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2_P2C3+-D NonLin Static W_P2A3-_OPT1_52_NL 0.75 OPT1_S2_ULT4-2 P2C3+-D NonLin Static W_P2B1+_OPT1_S2_NL -0.75 OPTl_S2_ULT4-2 P2C3+-D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPT1_S2_ULT4-2 P2C3-+U Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None OPT1_S2_ULT4-2 P2C3-+U Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2 P2C3-+U NonLin Static S_OPTl_S2_NL 0.5 OPT3_S2_ULT4-2 P2C3-+U NonLin Static W_P2A1+_OPTl_S2_NL -0.75 OPT3_52_ULT4-2 P2C3-+U NonLin Static W_P2A3+_OPTl_52_NL 0.75 OPT1_S2_ULT4-2 P2C3-+U NonLin Static W_P2B1+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2 P2C3-+U NonLin Static W_P2B3+_OPTl_S2_NL 0.75 OPT1_S2_ULT4-2 P2C3-+D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPT1_S2_ULT4-2 P2C3-+D Linear Static SDL_P2 1.2 OPT1_S2_ULT4-2 P2C3-+D NonLin Static S_OPT1_S2_NL 0.5 OPTl_S2_ULT4-2 P2C3-+D NonLin Static W_P2A1+_OPTl_S2_NL -0.75 OPTl_S2_ULT4-2 P2C3-+D NonLin Static W_P2A3-_OPTl_S2_NL 0.75 OPT3_S2_ULT4-2_P2C3-+D NonLin Static W_P2B3+_OPT1_S2_NL 0.75 OPTl_S2_ULT4-2_P2C3-+D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPT3_S2_ULT4-2_P2C3--U Linear Add No NonLin Static DL_OPT3_S2_NL 1.2 Strength None None None OPT3_S2_ULT4-2 P2C3--U Linear Static SDL_P2 1.2 OPT3_S2_ULT4-2_P2C3--U NonLin Static S_OPTl_S2_NL 0.5 OPTl_S2_ULT4-2_P2C3--U NonLin Static W_P2A1+_OPTl_S2_NL -0.75 OPTl_S2_ULT4-2 P2C3--U NonLin Static W_P2A3+_OPTl_52_NL 0.75 OPTl_52_ULT4-2 P2C3--U NonLin Static W_P2B1+_OPTl_S2_NL -0.75 OPTS_S2_ULT4-2_P2C3--U NonLin Static W_P2B3+_OPTl_S2_NL 0.75 OPTl_S2_ULT4-2_P2C3--D Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPT1_S2_ULT4-2_P2C3--D Linear Static SDL_P2 1.2 OPTl_S2_ULT4-2_P2C3--D NonLin Static S_OPTl_S2_NL 0.5 OPTl_S2_ULT4-2_P2C3--D NonLin Static W_P2A1+_OPTl_S2_NL -0.75 OPT1_S2_ULT4-2_P2C3--D NonLin Static W_P2A3-_OPT1_S2_NL 0.75 OPT3_S2_ULT4-2 P2C3--D NonLin Static W_P2B1+_OPTl_S2_NL -0.75 OPT1_S2_ULT4-2_P2C3--D NonLin Static W_P2B3-_OPTl_S2_NL 0.75 OPT1_S2_ULT6_P1C1A+U Linear Add No NonLin Static DL_OPTl_S2_NL 0.9 Strength None None None OPT1_S2_ULT6 P1C1A+U NonLin Static W_P1A1+_OPTl_S2_NL 1 OPT1_S2_ULT6_P1C1A+U NonLin Static W_P1A3+_OPTl_S2 NL 1 OPT3_S2_ULT6_P1C1A+D Linear Add No NonLin Static DL_OPT3_S2_NL 0.9 Strength None None None OPT3_S2_ULT6_P1C1A+D NonLin Static W_P1A1+_OPTl S2_NL 1 OPT1_S2_ULT6_PlC1A+D NonLin Static W_P1A3-_OPTl_S2_NL 1 OPT1_S2_ULT6_P1C1A-U Linear Add No NonLin Static DL_OPT1_S2_NL 0.9 Strength None None None OPT1_S2_ULT6_P1C1A-U NonLin Static W_P1A1+_OPTl_S2_NL -1 OPT1_S2_ULT6_P1C1A-U NonLin Static W P1A3+_OPTl_S2_NL 1 OPT1_S2_ULT6_P1C1A-D Linear Add No NonLin Static DL_OPT3_S2_NL 0.9 Strength None None None OPT3_S2_ULT6_P1C1A-D NonLin Static W_P1A1+_OPTl_S2 NL -1 OPT1_S2_ULT6_PlC1A-D NonLin Static W_P1A3-_OPT1_S2_NL 1 OPTl_S2_ULT6_P1C1B+U Linear Add No NonLin Static DL_OPT3_S2_NL 0.9 Strength None None None OPTl_S2_ULT6_P1C1B+U NonLin Static W_P1B1+_OPTl_S2_NL 1 OPT1_S2_ULT6_P1C1B+U NonLin Static W_P1B3+_OPTl_S2 NL 1 OPTl_S2_ULT6_P1C1B+D Linear Add No NonLin Static DL_OPT1_S2_NL 0.9 Strength None None None OPT3_S2_ULT6_P1C1B+D NonLin Static W_P1B1+_OPTl_S2_NL 1 OPTl_S2_ULT6_P1C1B+D NonLin Static W P1B3-_OPTl_S2_NL 1 OPT1_S2_ULT6 P1C1B-U Linear Add No NonLin Static DL_OPTl_S2_NL 0.9 Strength None None None OPT1_S2_ULT6_P1CiB-U NonLin Static W_PSBl+_OPTl_S2_NL -1 OPTl S2 ULT6 P1C1B-U NonLin Static W P1B3+ OPTl S2 NL 1 OPTl S2_ULT6_P1C1B-D Linear Add No NonLin Static DL_OPT1 _S2_NL 0.9 Strength None None None OPT1 S2_ULT6_P1C1B-D NonLin Static W_P1B1+-OPTl_S2_NL -1 OPT1 _S2_ULT6_P1C1B-D NonLin Static W_P1B3-_OPT1_S2_NL 1 OPT1 _S2_ULT6_P1C3++U Linear Add No NonLin Static DL_OPT1 _S2_NL 0.9 Strength None None None OPT1 _S2_ULT6_P1C3++U NonLin Static W_P1A1+_OPT1 _S2_NL 0.75 OPT1 _S2_ULT6_P1C3++U NonLin Static W_P1A3+_OPT1 _S2-NL 0.75 OPT1 _S2_ULT6_P1C3++U NonLin Static W_P1B1+_OPTS-S2_NL 0.75 OPTl S2_ULT6 PlC3++U NonLin Static W_P1B3+_OPTl_S2_NL 0.75 OPT1 _S2_ULT6_P1C3++D Linear Add No NonLin Static DL_OPTl_S2_NL 0.9 Strength None None None OPT1 _S2_ULT6_P1C3++D NonLin Static W P1A1+-OPTl-S2_NL 0.75 OPT1 _52_ULT6_PiC3++D NonLin Static W_P1A3-_OPT1_S2_NL 0.75 OPT1 _S2_ULT6_P1C3++D NonLin Static W_PiBi+- OPT1 _S2_NL 0.75 OPT1 _S2_ULT6_P1C3++D NonLin Static W_P1B3-_OPTS-S2_NL 0.75 OPTl_S2_ULT6_P1C3+-U Linear Add No NonLin Static DL_OPTl_S2-NL 0.9 Strength None None None OPT1 _S2_ULT6_PiC3+-U NonLin Static W_P1A1+- OPT1 _52_NL 0.75 OPT3_S2_ULT6 P1C3+-U NonLin Static W_P1A3+-OPTl_S2_NL 0.75 OPT3_S2_ULT6_P1C3+-U NonLin Static W_P1Bl+-OPTS_52_NL -0.75 OPT1_S2_ULT6_P1C3+-U NonLin Static W_P1B3+_OPTl_52_NL 0.75 OPTl_S2_ULT6_P1C3+-D Linear Add No NonLin Static DL_OPT1_S2_NL 0.9 Strength None None None OPT3_S2_ULT6_P1C3+-D NonLin Static W_P1A1+-OPTl_S2_NL 0.75 OPT1_S2_ULT6_P1C3+-D NonLin Static W_P1A3-_OPTl_S2_NL 0.75 OPT1_S2_ULT6_P1C3+-D NonLin Static W-P1Bl+-OPT3_S2_NL -0.75 OPT1_S2_ULT6_P1C3+-D NonLin Static W_P1B3-_OPTl_S2_NL 0.75 OPT1_S2_ULT6_P1C3-+U Linear Add No NonLin Static DL_OPT3_S2_NL 0.9 Strength None None None OPT3_S2_ULT6_P1C3-+U NonLin Static W_P1A1+-OPT1_S2_NL -0.75 OPT1_S2_ULT6_P1C3-+U NonLin Static W_P1A3+_OPTS_S2_NL 0.75 0) OPT1 NonLin Static W_P1Bl+-OPTl_S2_NL 0.75 _S2_ULT6_P1C3-+U m OPT3_52_ULT6_P1C3-+U NonLin Static W_P1B3+-OPTl_S2_NL 0.75 8 OPT1_S2_ULT6_P1C3-+D Linear Add No NonLin Static DL-OPT1_S2_NL 0.9 Strength None None None o OPTl_S2_ULT6_P1C3-+D NonLin Static W_P1A1+-OPTl_S2_NL -0.75 CO OPT1 S2 ULT6 P1C3-+D NonLin Static W P1A3-_OPT1 S2 NL 0.75 W- - - OPTl_S2_ULT6_P1C3-+D NonLin Static - - - W P1B1+-OPTS_S2_NL 0.75 OPT1_S2_ULT6_P1C3-+D NonLin Static W_P1B3-_OPTl_52_NL 0.75 OPT1_S2_ULT6_P1C3--U Linear Add No NonLin Static DL_OPT3_S2_NL 0.9 Strength None None None OPT3_S2_ULT6_PSC3--U NonLin Static W_P1A1+-OPTS_52_NL -0.75 OPTl_S2_ULT6_P1C3--U NonLin Static W_P1A3+_OPTl_S2_NL 0.75 OPT1_S2_ULT6_PiC3--U NonLin Static W_P1B1+-OPTl_S2_NL -0.75 OPTl_S2_ULT6_PiC3--U NonLin Static W_P1B3+_OPTl_S2_NL 0.75 OPT1 _S2_ULT6_P1C3--D Linear Add No NonLin Static DL_OPT1 _52_NL 0.9 Strength None None None OPTl_S2_ULT6_PlC3--D NonLin Static W_P1A1+-OPTl_52_NL -0.75 OPTl_S2_ULT6_P1C3--D NonLin Static W_P1A3-_OPTl_S2_NL 0.75 OPT3_S2_ULT6_P1C3--D NonLin Static W-P1Bl+-OPTl_S2_NL -0.75 OPT1_52_ULT6_P1C3--D NonLin Static W_P1B3-_OPTl_S2_NL 0.75 OPT1_S2_ULT6_P2C1A+U Linear Add No NonLin Static DL_OPTl_S2_NL 0.9 Strength None None None OPT1_S2_ULT6_P2C1A+U NonLin Static W_P2A1+_OPTl_S2_NL 1 OPTi_S2_ULT6_P2C1A+U NonLin Static W_P2A3+_OPTl_S2_NL 1 OPT1_S2_ULT6_P2C1A+D Linear Add No NonLin Static DL_OPTl_S2_NL 0.9 Strength None None None OPT1_52_ULT6_P2C1A+D NonLin Static W_P2Al+ OPT1 _52_NL 1 OPT1_52_ULT6_P2C1A+D NonLin Static W_P2A3 _OPTl_S2_NL 1 OPT1_S2_ULT6_P2C1A-U Linear Add No NonLin Static DL_OPTl_S2_NL 0.9 Strength None None None OPTl S2 ULT6 P2C1A-U NonLin Static W P2A1+_OPTl_S2_NL -1 OPT1_S2_ULT6_P2C1A-U NonLin Static W_P2A3+_OPT1 _S2_NL 1 OPT1_S2_ULT6_P2C1A-D Linear Add No NonLin Static DL_OPTS_S2_NL 0.9 Strength None None None OPT1 _S2_ULT6_P2C1A-D NonLin Static W P2Al+_OPT1_52_NL -1 OPT1 _S2_ULT6_P2C1A-D NonLin Static W_P2A3-_OPT1 _S2_NL 1 OPTS_S2_ULT6-P2C1B+U Linear Add No NonLin Static DL_OPTl_S2-NL 0.9 Strength None None None OPT1_52_ULT6_P2C1B+U NonLin Static W_P2B1+-OPTl_S2_NL 1 OPT1 _S2_ULT6_P2C1B+U NonLin Static W_P2B3+-OPTl S2_NL 1 OPT3_52_ULT6_P2CSB+D Linear Add No NonLin Static DL_OPTl-S2_NL 0.9 Strength None None None OPT3_S2_ULT6_P2C1B+D NonLin Static W_P2B1+-OPT1 S2_NL 1 OPTl_S2_ULT6_P2C1B+D NonLin Static W_P2B3-_OPTl-S2_NL 1 OPT1 _S2_ULT6_P2CSB-U Linear Add No NonLin Static DL_OPTl-S2-NL 0.9 Strength None None None OPT1 _S2_ULT6_P2C1B-U NonLin Static W_P2B1+-OPTl S2_NL -1 OPT1 LILTS _P2C1B-U NonLin Static W_P2B3+-OPTS 52_NL 1 _S2_ OPT1 _S2_LILTS _P2C1B-D Linear Add No NonLin Static DL_OPT1_S2_NL 0.9 Strength None None None Dead+ Notional Gravity Live; Strength OPT1 S2_ULT6 P2C1B-D NonLin Static W_P2B1+-OPTl S2_NL -1 OPT1 _S2_LILTS _P2C1B-D NonLin Static W_P283-_OPT1_S2_NL 1 OPT1 S2_ULT6 P2C3++U Linear Add No NonLin Static DL_OPTl_52_NL 0.9 Strength None None None OPT1 S2_ULT6 P2C3++U NonLin Static W_P2A1+- OPT1 _S2_NL 0.75 OPT1 S2_ULT6 P2C3++U NonLin Static W_P2A3+- OPT1 _S2_NL 0.75 OPT1 S2_ULT6 P2C3++U NonLin Static W_P2B3+-OPTl_S2_NL 0.75 OPT1 _S2_ULT6_P2C3++U NonLin Static W_P2B3+-OPTS S2_NL 0.75 OPT1 _S2_ULT6_P2C3++D Linear Add No NonLin Static DL_OPT1-52-NL 0.9 Strength None None None OPT1 _S2_ULT6_P2C3++D NonLin Static W_P2A1+-OPT3 S2_NL 0.75 OPTl_S2_ULT6_P2C3++D NonLin Static W_P2A3-_OPT1 _S2_NL 0.75 OPT1 _S2_ULT6_P2C3++D NonLin Static W_P2B1+-OPTl S2_NL 0.75 OPT1 _S2_ULT6_P2C3++D NonLin Static W_P2B3-_OPTS S2_NL 0.75 OPT1 _S2_ULT6_P2C3+-U Linear Add No NonLin Static DL-OPTl-S2_NL 0.9 Strength None None None Dead + Notional Gravity + Live; Strength OPT1 _S2_ULT6_P2C3+-U NonLin Static W_P2A1+_OPTl_S2_NL 0.75 OPTl_S2-ULT6_P2C3+-U NonLin Static W_P2A3+ OPTl_S2_NL 0.75 OPT1_S2_ULT6_P2C3+-U NonLin Static W_P2B1+-OPTl_S2_NL -0.75 OPT3_S2_ULT6_P2C3+-U NonLin Static W_P2B3+-OPTl_S2-NL 0.75 OPTl-S2_ULT6_P2C3+-D Linear Add No NonLin Static DL_OPTl_S2_NL 0.9 Strength None None None CD OPTl-S2_ULT6_P2C3+-D NonLin Static W_P2A1+-OPTl S2_NL 0.75 (p OPT1_S2_ULT6_P2C3+-D NonLin Static W_P2A3-_OPT1_S2_NL 0.75 o OPTl_S2_ULT6_P2C3+-D NonLin Static W_P2B1+- OPT1 _S2_NL -0.75 c.0 OPTl S2 ULT6 P2C3+-D NonLin Static W P2B3- OPT1 S2 NL 0.75 OPT1 _S2_ULT6_P2C3-+U Linear Add No NonLin Static DL_OPTl-S2-NL 0.9 Strength None None None OPTi_S2_ULT6_P2C3-+U NonLin Static W_P2A1+-OPTl-S2-NL -0.75 OPT1 S2 ULT6 P2C3-+U NonLin Static W_P2A3+-OPT1-S2-NL 0.75 OPT1 _S2_ULT6_P2C3-+U NonLin Static W_P2B1+-OPTl-S2-NL 0.75 OPT1 _S2_ULT6_P2C3-+U NonLin Static W_P2B3+-OPTl-S2-S2 0.75 OPT1 _S2_ULT6_P2C3-+D Linear Add No NonLin Static DL- OPT1 -S2-NL 0.9 Strength None None None Dead + Notional Gravity + Live; Strength OPTl_S2_ULT6_P2C3-+D NonLin Static W_P2A1+_OPTl_S2_NL -0.75 OPT1 _S2_ULT6_P2C3-+D NonLin Static W_P2A3-_OPTl_S2_NL 0.75 OPT1-52_ULT6_P2C3-+D NonLin Static W_P2B1+-OPTl_S2_NL 0.75 OPTl_S2_ULT6_P2C3-+D NonLin Static W_P2B3-_OPTl_S2_NL 0.75 OPT1_S2_ULT6_P2C3--U Linear Add No NonLin Static DL_OPT1_S2_NL 0.9 Strength None None None OPTl_S2_ULT6_P2C3--U NonLin Static W_P2A1+_OPT3_S2_NL -0.75 OPTl_S2_ULT6_P2C3--U NonLin Static W_P2A3+_OPTS_52_NL 0.75 OPTl_S2_ULT6_P2C3--U NonLin Static W_P2B1+_OPTl_S2_NL -0.75 OPT1_S2_ULT6_P2C3--U NonLin Static W_P283+_OPT1 _S2_NL 0.75 OPT3_S2_ULT6_P2C3--D Linear Add No NonLin Static DL-OPTl-52-NL 0.9 Strength None None None Dead + Notional Gravity; Strength OPTS_S2_ULT6_P2C3--D NonLin Static W_P2A1+_OPTl_S2 NIL-0.75 OPT3_S2_ULT6_P2C3--D NonLin Static W_P2A3-_OPT1 S2_NL 0.75 OPTl_S2_ULT6_P2C3--D NonLin Static W_P2B1+_OPT1_S2_NL -0.75 OPTl_S2_ULT6_P2C3--D NonLin Static W_P2B3-_OPT1_S2_NL 0.75 OPT1 _S2_ULTS-1_A(P) Linear Add No NonLin Static DL-OPT1_S2_NL 1.3814 Strength None None None Dead+ Notional Gravity + Live; Strength OPTl_S2_ULTS-1_A(P) Linear Static SDL-P2 1.3814 OPT1_S2_ULT5-I-A(P) NonLin Static S_OPT1 _S2_NL 0.2 OPT1_S2_ULTS-1_A(P) NonLin Static E_A_OPTl_S2_NL 1 OPT1_S2_ULT5-1_A(N) Linear Add No NonLin Static DL_OPT1_S2_NL 1.3814 Strength None None None OPT1_S2_ULT5-1-A(N) Linear Static SDL_P2 1.3814 OPT1_S2_ULT5-1_A(N) NonLin Static S_OPT1_S2_NL 0.2 OPT1_S2_ULTS-1_A(N) NonLin Static E_A_OPT1_S2 NL -1 OPT1_S2_ULTS-1_B(P) Linear Add No NonLin Static DL_OPT1_S2_NL 1.3814 Strength None None None OPT1_S2_ULTS-1_B(P) Linear Static SDL_P2 1.3814 OPT1_S2_ULTS-1_B(P) NonLin Static S_OPTl_S2_NL 0.2 OPT1_S2_ULTS-1_B(P) NonLin Static E_B_OPT1_S2_NL 1 OPTl_S2_ULTS-1_B(N) Linear Add No NonLin Static DL_OPTl_S2 NL 1.3814 Strength None None None OPT1_S2_ULT5-1_B(N) Linear Static SDL_P2 1.3814 OPT1_S2_ULTS-1_B(N) NonLin Static S_OPTS_S2_NL 0.2 OPT1_52_ULT5-1_B(N) NonLin Static E_B_OPT1_S2_NL -1 OPT1_S2_ULT7_A(P) Linear Add No NonLin Static DL_OPT1-52_NL 0.7186 Strength None None None OPTl_S2-ULT7_A(P) NonLin Static E_A_OPTl_S2_NL 1 OPT1_S2_ULT7_A(N) Linear Add No NonLin Static DL_OPT1_S2_NL 0.7186 Strength None None None OPTl_S2_ULT7_A(N) NonLin Static E_A_OPTl_S2_NL -1 OPTl_S2_ULT7_B(P) Linear Add No NonLin Static DL_OPT3_S2_NL 0.7186 Strength None None None Dead + Notional Gravity; Strength OPT1_S2_ULT7_B(P) NonLin Static E_B_OPT1_S2_NL 1 OPT1_S2_ULT7_B(N) Linear Add No NonLin Static DL_OPT1_S2_NL 0.7186 Strength None None None Dead+ Notional Gravity + Live; Strength OPT1_S2_ULT7_B(N) NonLin Static E_B OPTl_S2_NL -1 OPT1_Sl_ULT1T+ Linear Add No NonLin Static DL-OPTO_Sl_NL 1.4 Strength None None None Dead + Notional Gravity; Strength OPT1_S1_ULT1_T+ NonLin Static T-SO+_OPTO_Sl_NL 1.2 OPTl_Sl_ULT2-1_T+ Linear Add No NonLin Static DL_OPTO_51_NL 1.2 Strength None None None Dead+ Notional Gravity + Live; Strength OPT3_Sl_ULT2-1_T+ NonLin Static LL_OPTO_S1_NL 0.5 OPT1-S1_ULT2-1-T+ NonLin Static T_50+_OPTO_Sl_NL 1.2 OPT1 Sl-ULT2-2_T+ Linear Add No NonLin Static DL_OPTO_S1_NL 1.2 Strength None None None OPTl-Sl_ULT2-2_T+ NonLin Static S-OPTO-S1_NL 0.5 0) OPT1_S1_ULT2-2_T+ NonLin Static T_50+_OPTO_S1_NL 1.2 OPTl_Sl_ULT3-1_T+ Linear Add No NonLin Static DL_OPTO_Sl_NL 1.2 Strength None None None Dead + Notional Gravity; Strength p OPT1_Sl_ULT3-1_T+ NonLin Static LL_OPTO_S1_NL 1.6 o OPT1_S1_ULT3-1_T+ NonLin Static T-50+_OPTO_Sl_NL 1 OPT1 S1 ULT3-3_T+ Linear Add No NonLin Static DL OPTO S1 NL 1.2 Strength None None None Dead + Notional Gravity+ Live; Strength Co - - OPT3_S1_ULT3-3 T+ NonLin Static - - - S-OPTO_S1_NL 1.6 OPTS-Sl-ULT3-3_T+ NonLin Static T_50+_OPTO_Sl_NL 1 OPTS S2_ULTl_T+ Linear Add No NonLin Static DL_OPTl_52_NL 1.4 Strength None None None Dead+ Notional Gravity; Strength OPTl_S2_ULTl_T+ Linear Static SDL_P2 1.4 OPT1_S2_ULT1_T+ NonLin Static T_50+_OPT1_52-NL 1.2 OPT1_S2_ULT2-1_T+ Linear Add No NonLin Static DL_OPT1-S2_NL 1.2 Strength None None None Dead+ Notional Gravity + Live; Strength OPTl S2 ULT2-1 T+ Linear Static SDL_P2 1.2 OPTl_S2_ULT2-1_T+ NonLin Static LL_OPT7_S2_NL 0.5 OPT1_S2_ULT2-1_T+ NonLin Static T_50+_OPT1_52_NL 1.2 OPTl_S2_ULT2-2_T+ Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None Dead+ Notional Gravity; Strength OPT1_S2_ULT2-2_T+ Linear Static SDL_P2 1.2 OPT1_S2_ULT2-2_T+ NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_ULT2-2-T+ NonLin Static T_50+_OPTl_52_NL 1.2 OPT1_S2_ULT3-1-T+ Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None Dead+ Notional Gravity + Live; Strength OPTS S2_ULT3-1 T+ Linear Static SDL_P2 1.2 OPT1 S2_ULT3-1_T+ NonLin Static LL_OPT1_S2_NL 1.6 OPT1_S2_ULT3-1_T+ NonLin Static T_50+_OPT1_S2_NL 1 OPT1_S2_ULT3-3_T+ Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None OPT3_S2_ULT3-3_T+ Linear Static SDL_P2 1.2 OPT3_S2_ULT3-3_T+ NonLin Static 5_OPT1_52_NL 1.6 OPTl_S2_ULT3-3-T+ NonLin Static T_50+_OPTl-S2-NL 1 OPT3_Sl-ULT1_T- Linear Add No NonLin Static DL_OPTO_51_NL 1.4 Strength None None None Dead + Notional Gravity; Strength OPT1_Sl_ULT1_T- NonLin Static T_50-_OPTO_Sl_NL 1.2 OPT1_Sl_ULT2-1_T- Linear Add No NonLin Static DL_OPTO_S1_NL 1.2 Strength None None None Dead+ Notional Gravity+ Live; Strength OPTl Sl ULT2-1 T- NonLin Static LL OPTO S3 NL 0.5 OPT1_S1_ULT2-1_T- NonLin Static T_50-_OPTO_Sl_NL 1.2 OPT1_S1_ULT2-2_T- Linear Add No NonLin Static DL_OPTO_S1_NL 1.2 Strength None None None Dead+ Notional Gravity + Live; Strength OPTl_Sl_ULT2-2_T- NonLin Static S_OPTO_51_NL 0.5 OPT1_Sl_ULT2-2_T- NonLin Static T_50-_OPTO_Sl_NL 1.2 OPT1_Sl_ULT3-1_T- Linear Add No NonLin Static DL_OPTO_S1_NL 1.2 Strength None None None OPTl_Sl_ULT3-1_T- NonLin Static LL_OPTO_51_NL 1.6 OPT1_Sl_ULT3-1_T- NonLin Static T_50-_OPTO_Sl_NL 1 OPTl_S1_ULT3-3_T- Linear Add No NonLin Static DL_OPTO_S1_NL 1.2 Strength None None None OPTl_Si_ULT3-3_T- NonLin Static S_OPTO_S1_NL 1.6 OPTl_Sl_ULT3-3_T- NonLin Static T_50-_OPTO-Sl_NL 1 OPT1_S2_ULT1_T- Linear Add No NonLin Static DL_OPT1_52_NL 1.4 Strength None None None Dead + Notional Gravity; Strength OPTl_S2_ULTi_T- Linear Static SDL_P2 1.4 OPT1_S2_ULT1_T- NonLin Static T_50-_OPT1_S2 NL 1.2 OPT1_S2_ULT2-1_T- Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None Dead+ Notional Gravity + Live; Strength OPTl_S2_ULT2-1_T- Linear Static SDL_P2 1.2 OPT1_S2_ULT2-1_T- NonLin Static LL_OPT3_S2_NL 0.5 OPT1_S2_ULT2-1_T- NonLin Static T_50-_OPTl_S2_NL 1.2 OPT1_S2_ULT2-2_T- Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPT1_S2_ULT2-2_T- Linear Static SDL_P2 1.2 OPTl_S2_ULT2-2_T- NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_ULT2-2_T- NonLin Static T_50-_OPT1_S2_NL 1.2 OPT1_S2_ULT3-1_T- Linear Add No NonLin Static DL_OPTl-52_NL 1.2 Strength None None None OPT3_S2_ULT3-1_T- Linear Static SDL_P2 1.2 OPT1_S2_ULT3-1_T- NonLin Static LL_OPT1_S2_NL 1.6 OPTl_S2_ULT3-1_T- NonLin Static T_50-_OPT1_S2_NL 1 OPTl_S2_ULT3-3_T- Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None N OPT1 S2 ULT3-3 T- Linear Static SDL P2 1.2 m OPT1_S2_ULT3-3_T- NonLin Static 5_OPT1_52_NL 1.6 N OPT3_S2_ULT3-3 T- NonLin Static T_50-_OPTl_S2_NL 1 !aOPTi_Sl_ULT1 Linear Add No NonLin Static DL_OPTO_Sl_NL 1.4Strength None None None Oo OPT1_S1_ULT2-1 Linear Add No NonLin Static DL_OPTO Sl NL - - 1.2 Strength None None None OPTl_Sl_ULT2-1 NonLin Static LL_OPTO_S1_NL 0.5 OPTl_Sl_ULT2-2 Linear Add No NonLin Static DL_OPTO_S1_NL 1.2 Strength None None None OPTl_Sl_ULT2-2 NonLin Static S_OPTO_Si_NL 0.5 OPT1_Sl_ULT3-1 Linear Add No NonLin Static DL_OPTO_S1_NL 1.2 Strength None None None OPT1_SS_ULT3-1 NonLin Static LL_OPTD_S1_NL 1.6 OPT1_Sl_ULT3-3 Linear Add No NonLin Static DL_OPTO_Sl_NL 1.2 Strength None None None OPT1_Sl_ULT3-3 NonLin Static S_OPTO_51_NL 1.6 OPT1_S2_ULT1 Linear Add No NonLin Static DL-OPT1_S2_NL 1.4 Strength None None None OPT1_S2_ULT1 Linear Static SDL_P2 1.4 OPTl_S2_ULT2-1 Linear Add No NonLin Static DL_OPTl_S2_NL 1.2 Strength None None None OPTl_S2_ULT2-1 Linear Static SDL_P2 1.2 OPTl_S2_ULT2-1 NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_ULT2-2 Linear Add No NonLin Static DL_OPTl_52_NL 1.2 Strength None None None OPTl S2_ULT2-2 Linear Static SDL_P2 1.2 OPT1_S2_ULT2-2 NonLin Static 5_OPT3_52_NL 0.5 OPT1_S2_ULT3-1 Linear Add No NonLin Static DL_OPT1_S2_NL 1.2 Strength None None None OPT1_S2_ULT3-1 Linear Static SDL_P2 1.2 OPTl S2_ULT3-1 NonLin Static LL_OPTl S2 NL 1.6 OPT1_S2_ULT3-3 Linear Add No NonLin Static DL_OPTl S2_NL 1.2 Strength None None None OPT3_S2_ULT3-3 Linear Static SDL_P2 1.2 OPT3_S2_ULT3-3 NonLin Static S_OPT1_S2_NL 1.6 OPT1_Sl_DF1 Linear Add No NonLin Static DL_OPTO_S1_NL 1 None None None None OPTl Sl_DFl T+ Linear Add No NonLin Static DL_OPTO_Sl NL 1 None None None None OPTl_Sl_DFl_T+ NonLin Static T_SO+_OPTO_51_NL 1 OPTl Sl DFl T- Linear Add No NonLin Static DL OPTO Sl NL 1 None None None None OPT1 _Sl_DFl_T- NonLin Static T_50-_OPTO_Sl_NL 1 OPT3_Sl_DF2 Linear Add No NonLin Static DL_OPTO_Sl_NL 1 None None None None OPT1 _Sl_DF2 NonLin Static LL_OPTO_Sl_NL 1 OPT1 _Sl_DF2_T+ Linear Add No NonLin Static DL_OPTO_Sl_NL 1 None None None None OPT1_Sl_DF2_T+ NonLin Static LL_OPTO_Sl_NL 1 OPT1_Sl_DF2_T+ NonLin Static T_50+—OPTO_Sl_NL 0.5 OPT1 Sl_DF2 T- Linear Add No NonLin Static DL_OPTO_Sl_NL 1 None None None None OPT1 _SS_DF2_T- NonLin Static LL_OPTO_SS_NL 1 OPT1 _Sl_DF2_T- NonLin Static T_50-_OPTO_Sl_NL 0.5 OPTl_Sl_OF3 Linear Add No NonLin Static DL_OPTO_Sl_NL 1 None None None None OPT3_Sl_DF3 NonLin Static S_OPTO_Sl_NL 0.5 OPTS Sl DF3_T+ Linear Add No NonLinStatic DL_OPTO_Sl_NL 1 None None None None OPT3_Sl_DF3_T+ NonLin Static S_OPTO_Sl_NL 0.5 OPT1 _Sl_DF3_T+ NonLin Static T_50+_OPTO_Sl_NL 0.5 OPT1 _Sl_DF3_T- Linear Add No NonLin Static DL_OPTO_Sl_NL 1 None None None None OPT1 _Sl_DF3_T- NonLin Static S_OPTO_Sl_NL 0.5 OPT1 _Sl_DF3_T- NonLin Static T_50-_OPTO_51_NL 1 OPT1 _S2_DFl Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT3_S2_DFl Linear Static SDL_P2 1 OPT1 _S2_DFl_T+ Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl S2_DFl T+ Linear Static SDL_P2 1 OPT1_S2_DFl_T+ NonLin Static T_50+—OPTS_S2 NL 1 OPT1 S2_DF1 T- Linear Add No NonLin Static DL_OPT1_S2 NL 1 None None None None OPT1 _S2_DFl_T- Linear Static SDL_P2 1 OPT1 S2 DFl_T- NonLin Static T_50-_OPTl_S2_NL 1 OPT1_52_DF2 Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None � OPT1_S2_DF2 Linear Static SDL_P2 1 m OPT1_S2 DF2 NonLin Static LL_OPT1_S2_NL 1 N OPTl S2—DF2_T+ Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None !aOPT1_S2_DF2_T+ Linear Static SDL_P2 1 OPT1 S2 DF2 T+ NonLin Static ILL S2 NL 1 Co — — — OPT1 _S2_DF2_T- Linear Add No NonLin Static _OPTl — — DL OPT1_52_NL 1 None None None None OPTS S2_DF2 T- Linear Static SDL_P2 1 OPT1 S2_DF2 T- NonLin Static LL_OPT1 _S2_NL 1 OPTl_S2_DF2_T- NonLin Static T_50-_OPTS S2_NL 0.5 OPT1_S2_DF3 Linear Add No NonLin Static DL_OPT1 _S2_NL 1 None None None None OPT1_S2_DF3 Linear Static SDL P2 1 OPTl_S2_DF3 NonLin Static S_OPTl_S2_NL 0.5 OPTl_S2_DF3 T+ Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPT1_S2_DF3_T+ Linear Static SDL_P2 1 OPTl_S2_DF3_T+ NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_DF3_T+ NonLin Static T_50+—OPTl_S2_NL 0.5 OPT1_S2_DF3_T- Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1_S2_DF3_T- Linear Static SDL_P2 1 OPT3_S2_DF3_T- NonLin Static S_OPT1_S2_NL 0.5 OPT3_S2_DF3—T- NonLin Static T_50-_OPTl_S2_NL 1 OPT1_S2_DF4_P1C1A+U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_S2_DF4_P1C1A+U NonLin Static LL_OPTl_S2_NL 0.5 OPT1 _S2_DF4_P1C1A+U NonLin Static W_P1A1+—OPTl S2_NL 0.42 OPT1 _S2_DF4_P1C1A+U NonLin Static W_P1A3+_OPTl_S2_NL 0.42 OPTS_S2_DF4_P1C1A+D Linear Add No NonLin Static OL_OPTl_S2_NL 1 None None None None OPTl_S2_DF4_P1C1A+D NonLin Static LL_OPT1_S2_NL 0.5 OPT3_S2_DF4_P1C1A+D NonLin Static W_P1A1+—OPTl_S2_NL 0.42 OPT3_S2_DF4_P1C1A+D NonLin Static W_P1A3-_OPT1_52_NL 0.42 OPTl S2_DF4 P1C1A-U Linear Add No NonLin Static DL OPT3_S2 NL 1 None None None None OPTi S2 DF4 P1C1A-U NonLin Static LL OPT3 S2 NL 0.5 OPTl_S2_DF4_P1C1A-U NonLin Static W—P1A1+_OPTl_52_NL -0.42 OPTl_52_DF4_P1C1A-U NonLin Static W—P1A3+_OPT1_52_NL 0.42 OPTl_52_DF4_P1C1A-D Linear Add No NonLin Static DL_OPT1 _S2_NL 1 None None None None OPTl_52_DF4_P1C1A-D NonLin Static LL_OPTl 52_NL 0.5 OPTl_52_DF4 PIC1A-D NonLin Static W—P1A1+_OPTl_S2_NL -0.42 OPT1_52_DF4_P1C1A-D NonLin Static W—P1A3-_OPTi_52_NL 0.42 OPTl_52_DF4 P1C1B+U Linear Add No NonLin Static DL—OPT1_52_NL 1 None None None None OPT3_52_DF4 P1C1B+U NonLin Static LL—OPTl_52_NL 0.5 OPTS 52 DF4 P1C1B+U NonLin Static W—PSBl+—OPTl_S2—NL 0.42 OPT3_52_DF4_P1C1B+U NonLin Static W—P1B3+— OPT1 _S2—NL 0.42 OPTl_52_DF4_P1C1B+D Linear Add No NonLin Static DL— OPT1 _52 NL 1 None None None None OPT1 52 DF4_P1C1B+D NonLin Static LL—OPTl_52_NL 0.5 OPT1 _S2_DF4 _P1C1B+D NonLin Static W—P1B1+_OPTl_S2—NL 0.42 OPT1 _S2_DF4 _P1C1B+D NonLin Static W_P1B3-_OPTl_S2_NL 0.42 OPT1 S2 DF4_P1ClB-U Linear Add No NonLin Static DL—OPT1_S2_NL 1 None None None None OPT1_S2 DF4 P1C1B-U NonLin Static LL—OPT1_52_NL 0.5 OPT1_S2 DF4_PSC1B-U NonLin Static W_P1B1+_OPTl_52—NL -0.42 OPT1_S2 DF4 P1C1B-U NonLin Static W—P1B3+_OPTl—S2—NL 0.42 OPT1 _S2_DF4 _P1C1B-D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl_S2_DF4—P1C1B-D NonLin Static LL_OPT1_52_NL 0.5 OPTl_S2_DF4_P1C1B-D NonLin Static W P1Bl+_OPTl_S2_NL -0.42 OPT1_52_DF4_P1C1B-D NonLin Static W_P1B3--OPTS_52_NL 0.42 OPTl_52_DF4_P1C3++U Linear Add No NonLin Static DL— OPT1 _52_NL 1 None None None None OPT3_52_DF4_P1C3++U NonLin Static LL_OPTS_S2_NL 0.5 OPT1_52_DF4_P1C3++U NonLin Static W—P1A1+_OPTl_S2—NL 0.315 OPT1_52_DF4_PSC3++U NonLin Static W—P1A3+_OPTl—S2_NL 0.315 01 OPTl_52_DF4 NonLin Static W—P1B1+_OPT1_S2_NL 0.315 _P1C3++U m OPT1_52_DF4_PlC3++U NonLin Static W_PlB3+_OPTl—S2_NL 0.315 CaNi OPTl_52_DF4 _P1C3++D Linear Add No NonLin Static DL OPT1 _S2_NIL 1 None None None None OPT1_52_DF4_PSC3++D NonLin Static LL—OPT1_52_NL 0.5 OPTl 52 DF4_P1C3++D NonLin Static W P1A3+ OPTl_52_NL 0.315 CID— — OPT1 _52_DF4 _P1C3++D NonLin Static — — W_P1A3--OPTl_52—NIL 0.315 OPTl_52—DF4—P1C3++D NonLin Static W—PlBl+_OPT1_S2_NL 0.315 OPTl_52_DF4_P1C3++D NonLin Static W_P1B3-_OPTl—S2_NL 0.315 OPTl_52_DF4_P1C3+-U Linear Add No NonLin Static DL_OPT1 _52_NL 1 None None None None OPT1_52_DF4_P1C3+-U NonLin Static LL_OPTl-52_NL 0.5 OPT1_52_DF4_P1C3+-U NonLin Static W_P1A1+_OPTl—S2_NL 0.315 OPT1_S2_DF4_P1C3+-U NonLin Static W—P1A3+—OPTl—S2_NL 0.315 OPTl_S2_DF4 P1C3+-U NonLin Static W_P1Bl+_OPTl—S2_NL -0.315 OPTl_52_DF4_PSC3+-U NonLin Static W_P1B3+_OPT1_52_NL 0.315 OPT1 _52_DF4—P1C3+-D Linear Add No NonLin Static DL— OPT1 _S2_NL 1 None None None None OPTl_S2—DF4—P1C3+-D NonLin Static LL—OPTl_S2_NL 0.5 OPTl_S2_DF4_P1C3+-D NonLin Static W_P1A1+_OPTl_S2_NL 0.315 OPTl_S2_DF4_P1C3+-D NonLin Static W_P1A3-_OPT1_S2_NL 0.315 OPT1_S2_DF4_P1C3+-D NonLin Static W—P1B1+_OPTl_S2—NL -0.315 OPTl_S2—DF4_P1C3+-D NonLin Static W_P1B3-_OPT1_S2_NL 0.315 OPT1_52_DF4_P1C3-+U Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPT1_S2_DF4_P1C3-+U NonLin Static LL_OPTl—S2—NL 0.5 OPT1_52_DF4_PlC3-+U NonLin Static W_P1A1+_OPTl-52_NL -0.315 OPT1_S2_DF4_P1C3-+U NonLin Static W—P1A3+_OPTl_52_NL 0.315 OPT1_52_DF4_PSC3-+U NonLin Static W_P1B1+_OPTS_52_NL 0.315 OPT1_52_DF4_P1C3-+U NonLin Static W_P1B3+_OPT1_52_NL 0.315 OPT3_52_DF4_PlC3-+D Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT3_52_DF4_PlC3-+D NonLin Static LL_OPT1_52 NL 0.5 OPT1_52_DF4_PlC3-+D NonLin Static W_P1A1+_OPTl_S2—NL -0.315 OPTS_52_DF4_P1C3-+D NonLin Static W P1A3-_OPTi_52_NL 0.315 OPT1_S2_DF4_P1C3-+D NonLin Static W_P1B1+_OPT1 _S2_NL 0.315 OPT1_S2_DF4_P1C3-+D NonLin Static W_P1B3-_OPTl_S2_NL 0.315 OPT1 _S2_DF4 _P1C3--U Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1 _S2_DF4 _P1C3--U NonLin Static LL_OPTl_S2 NL 0.5 OPTl_S2_DF4_P1C3--U NonLin Static W_P1A1+_OPTl_S2_NL -0.315 OPT1_S2_DF4_P1C3--U NonLin Static W_P1A3+_OPTl_S2_NL 0.315 OPT1_S2_DF4_P1C3--U NonLin Static W_P1B1+_OPTl_S2_NL -0.315 OPT1_S2_DF4_P1C3--U NonLin Static W_P1B3+_OPTl_S2_NL 0.315 OPT3_S2_DF4_P1C3--D Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT3_S2_DF4_P1C3--D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_DF4_P1C3--D NonLin Static W_P1A1+_OPTl_S2_NL -0.315 OPT1_S2_DF4_P1C3--D NonLin Static W_P1A3-_OPT1_S2_NL 0.315 OPT1_S2_DF4_P1C3--D NonLin Static W_P1B1+_OPT1_S2_NL -0.315 OPT1 _S2_DF4 _P1C3--D NonLin Static W_P1B3-_OPT1_S2_NL 0.315 OPT1 _S2_DF4 _P2C1A+U Linear Add No NonLin Static DL—OPTl_S2_NL 1 None None None None OPT1 _S2_DF4 _P2C1A+U Linear Static SDL_P2 1 OPT1 _S2_DF4 P2C1A+U NonLin Static LL_OPT1_S2_NL 0.5 OPTS—S2—DF4 P2CSA+U NonLin Static W P2Al+ OPTi_S2_NL 0.42 OPTS_S2_DF4_P2C1A+U NonLin Static W_P2A3+_OPTi_S2_NL 0.42 OPTl_S2_DF4 P2C1A+D Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1_S2_DF4_P2C1A+D Linear Static SDL_P2 1 OPT3_S2_DF4_P2C1A+D NonLin Static LL_OPT1_52_NL 0.5 OPT3_S2_DF4_P2C1A+D NonLin Static W_P2A1+_OPTS_S2_NL 0.42 OPT1_S2_DF4_P2C1A+D NonLin Static W_P2A3-_OPTl_S2_NL 0.42 OPTl_S2_DF4_P2C1A-U Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1_S2_DF4_P2C1A-U Linear Static SDL_P2 1 %D OPT1 S2 DF4 P2C1A-U to — — — NonLin Static LL OPT1 _S2_NL — 0.5 m OPTi_S2_DF4_P2C1A-U NonLin Static W_P2A1+_OPTl_52_NL -0.42 41 OPTl_S2_DF4_P2C1A-U NonLin Static W_P2A3+_OPTl_52_NL 0.42 o OPT1_S2_DF4_P2C1A-D Linear Add No NonLin Static DL_OPT1 _S2_NL 1 None None None None cn OPT1 S2 DF4 P2C1A-D 03 — — — Linear Static SDL_P2 1 OPTl_S2_DF4_P2C1A-D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_DF4_P2C1A-D NonLin Static W_P2A1+_OPT1 _S2_NL -0.42 OPT1_S2_DF4 P2C1A-D NonLin Static W P2A3- OPTS S2_NL 0.42 OPT3_S2_DF4 P2C1B+U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_S2_DF4 P2C1B+U Linear Static SDL_P2 1 OPTS_S2_DF4_P2C1B+U NonLin Static LL_OPT1_S2_NL 0.5 OPTl_S2_DF4_P2C1B+U NonLin Static W_P2B1+_OPT1 _S2_NL 0.42 OPTl_S2_DF4_P2C1B+U NonLin Static W_P2B3+_OPTl_S2_NL 0.42 OPTl_S2_DF4_P2C1B+D Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPT1_S2_DF4_P2ClB+D Linear Static SDL_P2 1 OPTl_S2_DF4_P2C1B+D NonLin Static LL_OPT1_52_NL 0.5 OPT1S2_DF4_P2C1B+D NonLin Static W_P2B1+ OPTS S2_NL 0.42 OPTl S2 DF4 P2C1B+D NonLin Static W_P2B3-_OPTl S2_NL 0.42 OPTl S2_DF4 P2C1B-U Linear Add No NonLin Static DL_OPTS_S2_NL 1 None None None None OPTS_S2_DF4_P2C1B-U Linear Static SDL_P2 1 OPT1_S2_DF4_P2C1B-U NonLin Static LL_OPT1_S2_NL 0.5 OPTi_S2_DF4_P2C1B-U NonLin Static W_P2B1+_OPTl_S2_NL -0.42 OPT1_S2_DF4_P2C1B-U NonLin Static W_P2B3+_OPTl_S2_NL 0.42 OPT3_S2_DF4_P2C1B-0 Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_52_DF4_P2C1B-D Linear Static SDL_P2 1 OPT1_52_DF4_P2C18-D NonLin Static LL_OPTl_52_NL 0.5 OPTl_52_DF4_P2C1B-D NonLin Static W_P2B1+_OPT3_S2_NL -0.42 OPTl_S2_DF4_P2C1B-D NonLin Static W_P2B3-_OPT1_S2_NL 0.42 OPT1_S2_DF4 P2C3++U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTS S2 DF4 P2C3++U Linear Static SDL P2 1 CD (D N Ul 0 (0 00 OPTl S2_DF4_P2C3++U NonLin Static LL_OPTl_S2_NL 0.5 OPTl S2_DF4_P2C3++U NonLin Static W_P2A1+_OPTl_S2_NL 0.315 OPTl 52 DF4 P2C3++U NonLin Static W_P2A3+_OPTl_S2_NL 0.315 OPTl S2_DF4_P2C3++U NonLin Static W_P2B1+_OPT3_52_NL 0.315 OPTl S2 DF4_P2C3++U NonLin Static W_P2B3+_OPTl_S2_NL 0.315 OPT1_S2_DF4_P2C3++D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl_S2_DF4_P2C3++D Linear Static SDL_P2 1 OPTl_S2_DF4_P2C3++D NonLin Static LL_OPTl S2_NL 0.5 OPTl_S2_DF4_P2C3++D NonLin Static W_P2A1+ OPTl_S2_NL 0.315 OPTl_S2_DF4_P2C3++D NonLin Static W_P2A3-_OPTl_S2_NL 0.315 OPTl_S2_DF4_P2C3++D NonLin Static W_P2B1+ OPTl_52_NL 0.315 OPTl_S2_DF4_P2C3++D NonLin Static W_P2B3-_OPT1_S2_NL 0.315 OPTl_S2_DF4_P2C3+-U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_S2_DF4_P2C3+-U Linear Static SDL_P2 1 OPTS S2_DF4_P2C3+-U NonLin Static LL_OPT3_S2_NL 0.5 OPTl 52_DF4 P2C3+-U NonLin Static W P2A1+_OPTl S2_NL 0.315 OPTl S2_DF4_P2C3+-U NonLin Static W_P2A3+_OPTl_S2_NL 0.315 OPTl_S2_DF4_P2C3+-U NonLin Static W_P2B1+_OPTl_S2_NL -0.315 OPTl_S2_DF4_P2C3+-U NonLin Static W_P2B3+_OPTl_S2_NL 0.315 OPTl_S2_DF4_P2C3+-D Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPT1_S2_DF4_P2C3+-D Linear Static SDL_P2 1 OPT1_S2_DF4_P2C3+-D NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_DF4_P2C3+-D NonLin Static W_P2A1+_OPTl_S2_NL 0.315 OPTl_S2_DF4_P2C3+-D NonLin Static W_P2A3-_OPT1_S2_NL 0.315 OPTl_S2_DF4_P2C3+-D NonLin Static W_P2B1+_OPTl_S2_NL -0.315 OPTl_S2_DF4_P2C3+-D NonLin Static W_P2B3-_OPT1_S2_NL 0.315 OPTS S2_DF4 P2C3-+U Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1_S2_DF4_P2C3-+U Linear Static SDL_P2 1 OPT3_S2_DF4_P2C3-+U NonLin Static LL_OPT1_S2_NL 0.5 OPT1_S2_DF4_P2C3-+U NonLin Static W_P2A1+_OPTS_S2_NL -0.315 OPTl_S2_DF4_P2C3-+U NonLin Static W P2A3+ OPT1 S2 NL 0.315 OPTl_S2_DF4_P2C3-+U NonLin Static W P2B1+_OPTl_52_NL 0.315 OPTl_S2_DF4_P2C3-+U NonLin Static W_P2B3+_OPT1_S2_NL 0.315 OPTl_S2_DF4_P2C3-+D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_S2 DF4 P2C3-+D Linear Static SDL_P2 1 OPT1_S2_DF4_P2C3-+D NonLin Static LL_OPT3_S2_NL 0.5 OPT1_S2_DF4_P2C3-+D NonLin Static W_P2A1+_OPTl_S2_NL -0.315 OPT1_S2_DF4_P2C3-+D NonLin Static W_P2A3-_OPTl_S2_NL 0.315 OPTl_S2_DF4_P2C3-+D NonLin Static W_P2B1+_OPT1_S2_NL 0.315 OPTl S2 DF4_P2C3-+D NonLin Static W_P2B3-_OPTl S2_NL 0.315 OPT3_S2_DF4_P2C3--U Linear Add No NonLin Static DL_OPTS_S2_NL 1 None None None None OPT3_S2_DF4_P2C3--U Linear Static SDL_P2 1 OPTS_S2_DF4_P2C3--U NonLin Static LL_OPTl S2 NL 0.5 OPT1_S2_DF4 P2C3--U NonLin Static W P2A1+ OPT1_52_NL -0.315 OPT1_S2_DF4_P2C3--U NonLin Static W_P2A3+_OPT1_S2_NL 0.315 OPTl_S2_DF4 P2C3--U NonLin Static W P2B1+_OPTl_S2_NL -0.315 OPT1_S2_DF4_P2C3--U NonLin Static W_P2B3+_OPTl_S2_NL 0.315 OPT1_S2_DF4_P2C3--D Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1_S2_DF4_P2C3--D Linear Static SDL_P2 1 OPT1_S2_DF4_P2C3--D NonLin Static LL_OPTl_52_NL 0.5 OPT1_S2_DF4_P2C3--D NonLin Static W_P2A1+_OPTl_S2_NL -0.315 OPT1_S2_DF4 P2C3--D NonLin Static W_P2A3-_OPTl S2 NL 0.315 OPT3_52_DF4_P2C3--D NonLin Static W_P281+_OPT3_52_NL -0.315 OPT1_52_DF4_P2C3--D NonLin Static W_P2B3-_OPTl_S2_NL 0.315 OPT1_S2_DF4-1_P1C1A+U Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPTS S2 DF4-1 PlC1A+U NonLin Static S OPTS S2 NL 0.5 CD CD N a) OD OD OPT1_S2_DF4-1_P1C1A+U NonLin Static W_P1A1+_OPTl_S2_NL 0.42 OPTl_S2_DF4-1 P1C1A+U NonLin Static W P1A3+_OPTl_S2_NL 0.42 OPTl_S2_DF4-1 P1C1A+D Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPT1_S2_DF4-1_P1C1A+D NonLin Static S_OPTl_S2_NL 0.5 OPT1_S2_DF4-1 P1C1A+D NonLin Static W_P1Al+_OPTl_S2_NL 0.42 OPT1_52_DF4-1_P1C1A+D NonLin Static W_P1A3-_OPTl_S2_NL 0.42 OPT1_S2_DF4-1 P1C1A-U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_52_DF4-1 P1C1A-U NonLin Static S_OPTl_S2_NL 0.5 OPT1_52_DF4-1 P1C1A-U NonLin Static W_P1Al+_OPTl_S2_NL -0.42 OPTl_S2_DF4-1_P1C1A-U NonLin Static W_P1A3+_OPTl_S2_NL 0.42 OPTl 52_DF4-1 P1C1A-D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_S2_DF4-1_P1C1A-D NonLin Static 5 OPTl_S2_NL 0.5 OPTS S2_DF4-1_P1C1A-D NonLin Static W_P1A1+_OPT1_S2_NL -0.42 OPT1_S2_DF4-1_P1C1A-D NonLin Static W_P1A3-_OPTl_S2_NL 0.42 OPTl 52_DF4-1_P1C1B+U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl S2_DF4-1 P1C1B+U NonLin Static S_OPT1_52_NL 0.5 OPTl S2_DF4-1 P1C1B+U NonLin Static W_PlBl+_OPTl_S2_NL 0.42 OPT1_S2_DF4-1_P1C1B+U NonLin Static W_P1B3+_OPTS S2_NL 0.42 OPTl_S2_DF4-1_P1C1B+D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl_52_DF4-1_P1C1B+D NonLin Static 5_OPT1_S2_NL 0.5 OPT1_S2_DF4-1_P1C1B+D NonLin Static W_P1B1+_OPTl_S2_NL 0.42 OPTS S2_DF4-1_P1C1B+D NonLin Static W_P1B3-_OPT1_52_NL 0.42 OPT1_S2_DF4-1_P1C1B-U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl_S2_DF4-1_PlC1B-U NonLin Static S_OPT1_52_NL 0.5 OPTl_S2_DF4-1_P1C1B-U NonLin Static W_P1B1+_OPTl_S2_NL -0.42 OPTl S2 DF4-1_P1C1B-U NonLin Static W_P1B3+_OPTl_S2_NL 0.42 OPTl_S2_DF4-1_P1C1B-D Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPTl_S2_DF4-1_P1C1B-D NonLin Static S_OPT1_52_NL 0.5 OPTl_S2_DF4-1_P1C1B-D NonLin Static W_P1Bl+_OPTl_S2_NL -0.42 OPTl_S2_DF4-1_P1C1B-D NonLin Static W_P1B3-_OPTl S2_NL 0.42 OPT1_S2_DF4-1_P1C3++U Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1_S2 DF4-1 P1C3++U NonLin Static S_OPTl_S2_NL 0.5 OPT1_52_DF4-1_P1C3++U NonLin Static W_P1A1+_OPTl_S2_NL 0.315 OPT1_52_DF4-1 P1C3++U NonLin Static W_P1A3+_OPTl_S2_NL 0.315 OPT1_52_DF4-1 P1C3++U NonLin Static W_P1B1+_OPTl_S2_NL 0.315 OPT1_S2_DF4-1_P1C3++U NonLin Static W_PlB3+_OPTl_S2_NL 0.315 OPTl_52_DWI _P1C3++D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl S2 DF4-1_P1C3++D NonLin Static 5_OPT1_S2 NL 0.5 OPTl_S2_DF4-1_P1C3++D NonLin Static W_P1A1+_OPTl_S2_NL 0.315 OPT1_S2_DF4-1_P1C3++D NonLin Static W_P1A3-_OPTl_S2_NL 0.315 OPTl_S2_DF4-S P1C3++D NonLin Static W P1B1+_OPTl_S2_NL 0.315 OPTl_52_DF4-1_P1C3++D NonLin Static W_P1B3-_OPT1_52_NL 0.315 OPT3_S2_DF4-1_P1C3+-U Linear Add No NonLin Static DL_OPT3_52_NL 1 None None None None OPT3_S2_DF4-1_P1C3+-U NonLin Static 5_OPT1_52_NL 0.5 OPT1_S2_DF4-1_P1C3+-U NonLin Static W_P1A1+ OPTl_S2_NL 0.315 OPTl_S2_DF4-1_P1C3+-U NonLin Static W_P1A3+ OPTl_S2_NL 0.315 OPTl_52_DF4-1 PlC3+-U NonLin Static W_P1Bl+ OPTl S2_NL -0.315 OPTl_S2_DF4-1_P1C3+-U NonLin Static W_P1B3+_OPTl_S2_NL 0.315 OPT1_S2_DF4-1_PlC3+-D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl_S2_DF4-1_PlC3+-D NonLin Static 5_OPTl_52_NL 0.5 OPTl_S2_DF4-1 P1C3+-D NonLin Static W_P1Al+_OPTl_S2_NL 0.315 OPT1_S2_DF4-1_PlC3+-D NonLin Static W_P1A3-_OPT3_S2_NL 0.315 OPT1_S2_DF4-1_P1C3+-D NonLin Static W_P1Bl+_OPT1_S2_NL -0.315 OPT1_S2_DF4-1_P1C3+-D NonLin Static W_P1B3-_OPTl_S2_NL 0.315 OPT1_52_DF4-1_P1C3-+U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPTl 52 DF4-1 P1C3-+U NonLin Static 5 OPTl S2 NL 0.5 CD m N OD O (O 0PT3_S2_DF4-1 P1C3-+U NonLin Static W_P1A1+_OPTS_52_NL -0.315 OPT1_S2_DF4-1_P1C3-+U NonLin Static W_P1A3+ OPTl_S2_NL 0.315 OPTl_S2_DF4-1_P1C3-+U NonLin Static W_P1B1+ OPTl_S2_NL 0.315 OPT1_S2_DF4-1_P1C3-+U NonLin Static W_P1B3+_OPTl_S2_NL 0.315 OPT1_S2_DF4-1_P1C3-+D Linear Add No NonLin Static DL_OPT1_52_NL 1 None None None None OPT1_S2_DF4-1_P1C3-+D NonLin Static 5_OPTI_S2_NL 0.5 OPT1 _S2_DF4-1 P1C3-+D NonLin Static W_PSAl+_OPT1 _S2_NL -0.315 OPT1 _S2_DF4-1 P1C3-+D NonLin Static W_P1A3-_OPTl_S2_NL 0.315 OPTl_S2_DF4-1 P1C3-+D NonLin Static W_P1B1+_OPTl_52_NL 0.315 OPT1_S2_DF4-1_P1C3-+D NonLin Static W_P1B3-_OPT1_S2_NL 0.315 OPTl_52_DF4-1_P1C3--U Linear Add No NonLin Static DL_OPTS_S2_NL 1 None None None None OPTl_S2_DF4-1_P1C3--U NonLin Static S_OPTl_S2_NL 0.5 OPTl_S2 DF4-1 P1C3--U NonLin Static W_P1A1+ OPTl_S2_NL -0.315 OPTl_S2_DF4-1 P1C3--U NonLin Static W_P1A3+_OPTl_S2_NL 0.315 OPT1_S2_DF4-1 PlC3--U NonLin Static W_P1B1+_OPTl_S2_NL -0.315 OPTS_S2_DF4-1 PSC3--U NonLin Static W_P1B3+_OPTl_S2_NL 0.315 OPT1_S2_DF4-1_P1C3--D Linear Add No NonLin Static DL_OPT3_S2_NL 1 None None None None OPT1_S2_DF4-1_P1C3--D NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_DF4-1_P1C3--D NonLin Static W P1A1+_OPT1 _S2_NL -0.315 OPT1 _S2_DF4-1 P1C3--D NonLin Static W_P1A3-_OPT1_S2_NL 0.315 OPTl_S2_DF4-1 P1C3--D NonLin Static W_P1B1+_OPT1_S2_NL -0.315 OPTl_S2_DF4-1_P1C3--D NonLin Static W_PSB3-_OPT1_S2_NL 0.315 OPT1_S2_DF4-1_P2CSA+U Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT3_S2_DF4-1 P2C1A+U Linear Static SDL_P2 1 OPT3_S2_DF4-1_P2C1A+U NonLin Static S_OPTl S2_NL 0.5 OPTl_S2_DF4-1_P2C1A+U NonLin Static W_P2A1+_OPT1 _S2_NL 0.42 OPTl_S2_DF4-1_P2C1A+U NonLin Static W_P2A3+_OPTl_S2_NL 0.42 OPT1_52_DF4-1_P2C1A+D Linear Add No NonLin Static DL_OPT1 _52_NL 1 None None None None OPT1_S2_DF4-1 P2C1A+D Linear Static SDL_P2 1 OPT1_52_DF4-1_P2C1A+D NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2 DF4-1_P2C1A+D NonLin Static W_P2A1+_OPT1 S2_NL 0.42 OPT1 S2 DF4-1 P2C1A+D NonLin Static OPT1 W_P2A3-_OPTl_S2_NL 0.42 OPT1_S2 DF4-1 P2C1A-U Linear Add No NonLin Static DL_OPTl 1 None None None None OPT1 _S2_DF4-1 P2C1A-U Linear Static SDL_P2 1 OPTl_S2_DF4-1 P2C1A-U NonLin Static S_OPT1 S2_NL 0.5 OPTS_S2_0F4-1 P2C1A-U NonLin Static W_P2A1+_OPTl_S2_NL -0.42 OPTl_S2_DF4-1 P2C1A-U NonLin Static W_P2A3+_OPTS_S2_NL 0.42 OPT3_S2_DF4-1 P2C1A-D Linear Add No NonLin Static DL_OPT1_S2_NL 1 None None None None OPT1_52_DF4-1 P2C1A-D Linear Static SDL_P2 1 OPTl_S2_DF4-1_P2C1A-D NonLin Static S_OPTl_S2_NL 0.5 OPT1_S2_DF4-1_P2C1A-D NonLin Static W_P2A1+_OPTl_52_NL -0.42 OPT1_S2_DF4-1 P2C1A-D NonLin Static W_P2A3-_OPT1_S2_NL 0.42 OPT3_S2_DF4-1 P2CSB+U Linear Add No NonLin Static DL_OPT3_S2_NL 1 None None None None OPT1_52_DF4-1_P2C1B+U Linear Static SDL_P2 1 OPT1_S2_DF4-1_P2C1B+U NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_DF4-1_P2C1B+U NonLin Static W_P2B1+_OPT1_S2_NL 0.42 OPT1_S2_DF4-1_P2C1B+U NonLin Static W_P2B3+_OPTl S2_NL 0.42 OPT1 52 DF4-1 P2C1B+D Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPT1 _52_DF4-1 P2ClB+D Linear Static SDL_P2 1 OPT1 _S2_DF4-1_P2C1B+D NonLin Static S_OPT1_S2_NL 0.5 OPT1 _S2_DF4-1 P2C1B+D NonLin Static W_P2B1+_OPTl_S2_NL 0.42 OPT1 _S2_DF4-1 P2C1B+D NonLin Static W_P2B3-_OPTl_S2_NL 0.42 OPT1 _S2_DWI _P2C1B-U Linear Add No NonLin Static DL_OPTl_52_NL 1 None None None None OPT1_S2_DF4-1 P2C1B-U Linear Static SDL_P2 1 OPTl S2 DF4-1_P2C1B-U NonLin Static S_OPT3_S2_NL 0.5 OPTi S2 DF4-1 P2C1B-U NonLin Static W_P2B1+_OPTl_S2_NL -0.42 r -O ow ro (D N Co Co m OPT1 _52_DF4-1 P2C1B-U NonLin Static W_P2B3+_0PT1_S2_NL 0.42 OPT3_S2_DF4-1 P2C1B-D Linear Add No NonLin Static DL OPT1_S2_NL 1 None None None None 0PT1_S2_DF4-1 P2C1B-D Linear Static SDL_P2 1 OPT1_S2_DF4-1 P2C1B-D NonLin Static S_0PT1_S2_NL 0.5 0PT3_S2_DF4-1 P2C1B-D NonLin Static W_P2B1+_OPT1 _52_NL -0.42 OPT1 _52_DF4-1 P2C1B-D NonLin Static W_P2B3-_0PTl_52_NL 0.42 0PT1_S2_DF4-1 P2C3++U Linear Add No NonLin Static DL_0PT1_S2_NL 1 None None None None OPT1_S2_DF4-1 P2C3++U Linear Static SDL P2 1 0PT1 S2_DF4-1 P2C3++U NonLin Static 5_OPT1 S2_NL 0.5 OPT1_52_DF4-1 P2C3++U NonLin Static W_P2A1+_OPTl_S2_NL 0.315 OPT1 _52_DF4-1_P2C3++U NonLin Static W_P2A3+_OPT1_S2_NL 0.315 OPT1 _52_DF4-1_P2C3++U NonLin Static W_P2B1+_0PTl_52_NL 0.315 OPT1 _52_DF4-1_P2C3++U NonLin Static W_P2B3+_OPTl_52_NL 0.315 OPT1 _52_DF4-1_P2C3++D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1 _52_DF4-1 P2C3++D Linear Static SDL_P2 1 OPT1 _52_DF4-1_P2C3++D NonLin Static 5_OPT1_S2_NL 0.5 OPT1 _52_DF4-1_P2C3++D NonLin Static W_P2A1+_OPT1_52_NL 0.315 OPT1 52 DF4-1 P2C3++D NonLin Static W_P2A3-_OPT1_S2_NL 0.315 OPT1 52 DF4-1 P2C3++D NonLin Static W_P2B1+_0PTl_S2_NL 0.315 OPT1 _52_DF4-1_P2C3++D NonLin Static W P2B3-_OPT1_52_NL 0.315 OPT1 S2 DF4-1 P2C3+-U Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1 _52_DF4-1 P2C3+-U Linear Static SDL_P2 1 OPT1 _52_DF4-1_P2C3+-U NonLin Static S_0PT1_52_NL 0.5 OPT1 _52_DF4-1_P2C3+-U NonLin Static W_P2A1+_OPT1_S2_NL 0.315 OPT1_52_DF4-1_P2C3+-U NonLin Static W_P2A3+_OPT1_S2_NL 0.315 OPT1_S2_DF4-1_P2C3+-U NonLin Static W_P2131+_OPT1_S2_NL -0.315 OPT1_S2_DF4-1_P2C3+-U NonLin Static W_P2B3+_OPT1_S2_NL 0.315 OPT1_52 DF4-1 P2C3+-D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT3_52_DF4-1 P2C3+-D Linear Static SDL_P2 1 OPT1_S2_DF4-1_P2C3+-D NonLin Static S_0PT1_52_NL 0.5 OPT1_S2_DF4-1_P2C3+-D NonLin Static W_P2A1+_0PT1_52_NL 0.315 OPT1_S2_DF4-1_P2C3+-D NonLin Static W_P2A3-_0PT1_S2_NL 0.315 OPT1_S2_DF4-1_P2C3+-D NonLin Static W_P2B1+_OPT1_S2_NL -0.315 0PT1_52_DF4-1_P2C3+-D NonLin Static W_P2B3-_0PT1_S2_NL 0.315 OPT1_52_DF4-1_P2C3-+U Linear Add No NonLin Static DL_OPT1 _S2_NL 1 None None None None 0PT1_52_DF4-1_P2C3-+U Linear Static SDL_P2 1 0PT1_52_DF4-1_P2C3-+U NonLin Static S_0PT1_S2_NL 0.5 OPT1_52_DF4-1_P2C3-+U NonLin Static W_P2A1+_OPT1 52_NL -0.315 0PT1_52_DF4-1_P2C3-+U NonLin Static W_P2A3+_0PT1 52_NL 0.315 0PT1_52_DF4-1_P2C3-+U NonLin Static W_P2B1+_0PTl_52_NL 0.315 0PTl_S2_DF4-1 P2C3-+U NonLin Static W_P2B3+_OPTl S2_NL 0.315 0PTS_52_DF4-1_P2C3-+D Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None 0PT1_52_DF4-1_P2C3-+D Linear Static SDL_P2 1 0PT1_52_DF4-1_P2C3-+D NonLin Static 5_OPT1_S2_NL 0.5 0PTl_S2_DF4-1 P2C3-+D NonLin Static W P2A1+_OPTl S2_NL -0.315 OPTi S2_DF4-1 P2C3-+D NonLin Static W_P2A3-_OPTl S2_NL 0.315 OPTl S2_DF4-1 P2C3-+D NonLin Static W_P2B1+ OPTS 52_NL 0.315 OPT1_S2_DF4-1_P2C3-+D NonLin Static W_P2B3-_OPT1_S2_NL 0.315 OPT1 52 DF4-1_P2C3--U Linear Add No NonLin Static DL_0PTl_S2_NL 1 None None None None OPT1_52_DF4-1_P2C3--U Linear Static SDL_P2 1 0PT3_52_DF4-1 P2C3--U NonLin Static S_0PTl_S2_NL 0.5 0PT1_52_DF4-1 P2C3--U NonLin Static W_P2A1+_OPTl S2_NL -0.315 0PTl_52_DF4-1_P2C3--U NonLin Static W_P2A3+_OPT1_52_NL 0.315 OPT1_S2_DF4-1_P2C3--U NonLin Static W P2B1+_OPT1_S2_NL -0.315 OPT1_52_DF4-1_P2C3--U NonLin Static W_P2B3+_OPT1_S2_NL 0.315 OPTS_S2_DF4-1_P2C3--D Envelope No NonLin Static DL_OPT1_S2_NL 1 None None None None 0PT1_52_DF4-1_P2C3--D Linear Static SDL—P2 1 OPTl S2_DF4-1_P2C3--D NonLin Static S_OPT1—S2_NL 0.5 OPTl S2_DF4-1 P2C3--D NonLin Static W_P2A1+—OPTl_S2_NL -0.315 OPTS 52_DF4-1_P2C3--D NonLin Static W_P2A3-_OPT1_S2_NL 0.315 OPTS S2_DF4-1 P2C3--D NonLin Static W_P2B1+—OPT1_S2_NL -0.315 OPT1_52_DF4-1_P2C3--D NonLin Static W_P2B3-_OPTl_S2_NL 0.315 OPT1_S2_DF5_Alp) Linear Add No NonLin Static DL_OPT1_52_NL 1 None None None None OPT1_S2_DF5_A(P) Linear Static SDL_P2 1 OPT3_S2_DF5_A(P) NonLin Static LL_OPTi_S2_NL 0.5 OPT3_S2_DFS_A(P) NonLin Static E_A_OPT1-52_NL 2.5 OPT3_S2_DF5_A(N) Linear Add No NonLin Static DL_OPTl-52—NL 1 None None None None OPT1_S2_DFS_A(N) Linear static SDL_P2 1 OPT1_S2_DFS_A(N) NonLin Static LL_OPT1_52_NL 0.5 OPTS_52_DF5_A(N) NonLin Static E_A_OPT1-52_NL -2.5 OPT3_S2_DFS_B(P) Envelope No NonLin Static DL—OPTl—S2—NL 1 None None None None OPT1_52_DF5_B(P) Linear Static SDL—P2 1 OPT1_S2_DF5_B(P) NonLin Static LL—OPTS S2_NL 0.5 OPT1_S2_DF5_B(P) NonLin Static E_B OPT1_S2_NL 2.5 OPT1_52_DF5_8(N) Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_52_DFS_B(N) Linear Static SDL—P2 1 OPT1_S2_DF5_B(N) NonLin Static LL_OPTl_S2_NL 0.5 OPT1_S2_DFS_B(N) NonLin Static E_B_OPT3_S2_NL -2.5 OPTl_52_DF5-1_Alp) Linear Add No NonLin Static DL_OPTl—S2—NL 1 None None None None OPT1_S2_DF5-1_A(P) Linear Static SDL_P2 1 OPT1_S2_DF5-1_A(P) NonLin Static S_OPT1_S2_NL 0.5 OPT1_S2_DF5-1—A(P) NonLin Static E_A_OPT1_S2_NL 2.5 OPT1_52_DF5-1_A(N) Linear Add No NonLin Static DIL PT1_S2_NL 1 None None None None m OPT1_52_DF5-1—A(N) Linear Static SDL—P2 1 (D OPTS—S2—DFS-1—A(N) NonLin Static S_OPT1—S2_NL 0.5 o OPT1_S2_DF5-1_A(N) NonLin Static E—A—OPT1_S2_NL -2.5 co OPTS S2 DFS-1_B(P) Linear Add No NonLin Static DL—OPTS 52 NL 1 None None None None 00 — — OPT1_S2_DF5-1_B(P) Linear Static — — SDL_P2 1 OPT1_S2_DF5-1_B(P) NonLin Static S_OPT1_S2_NL 0.5 OPTS_S2_DF5-1_B(P) NonLin Static E_B_OPT1_52_NL 2.5 OPT1_S2_DF5-1_B(N) Linear Add No NonLin Static DL_OPTl_S2_NL 1 None None None None OPT1_S2_DF5-1_B(N) Linear Static SDL_P2 1 OPT3_S2_DF5-1_B(N) NonLin Static S_OPT1—S2_NL 0.5 OPT1_S2_DFS-1_B(N) NonLin Static E—B—OPT1_S2_NL -2.5 S1_ULT—ENVE Envelope No Response Combo OPT1_S1_ULT1 1 None None None None S1_ULT_ENVE Response Combo OPT1—S1_ULT1_T- 1 S1_ULT_ENVE Response Combo OPT1_S1_ULT1_T+ 1 S1_ULT_ENVE Response Combo OPTS_S1_ULT2-1 1 SS—ULT_ENVE Response Combo OPT1_S1_ULT2-1—T- 1 51_ULT_ENVE Response Combo OPT1_S1_ULT2-1_T+ 1 51—ULT_ENVE Response Combo OPT1_S1_ULT2-2 1 S1_ULT_ENVE Response Combo OPT1_S1_ULT2-2_T- 1 S1_ULT_ENVE Response Combo OPT1_S1—ULT2-2 T+ 1 S1_ULT_ENVE Response Combo OPT1_S1 ULT3-1 1 S1—ULT_ENVE Response Combo OPT1_S1 ULT3-1_T- 1 S1—ULT_ENVE Response Combo OPT1_S1_ULT3-1_T+ 1 S1—ULT_ENVE Response Combo OPT1_S1_ULT3-3 1 51_ULT_ENVE Response Combo OPT1_51_ULT3-3_T- 1 S1_ULT_ENVE Response Combo OPT1_51_ULT3-3_T+ 1 S2—ULT_ENVE Envelope No Response Combo OPT1_52_ULT3-2—P1C1A+U 1 None None None None S2_ULT_ENVE Response Combo OPT1_52_ULT3-2_P1C1A+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C1A-U 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-2_P1C1A-D 1 S2 ULT ENVE Response Combo OPT1_S2_ULT3-2_P1C1B+U 1 52 ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C1B+D 1 S2 ULT ENVE Response Combo OPT1_52_ULT3-2_P1C1B-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C1B-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C3++U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C3++D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C3+-U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C3+-D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C3-+U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2—P1C3-+D 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-2_P1C3--U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P1C3--D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT3-2_P2C1A+U 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-2_P2C1A+D 1 S2_ULT ENVE Response Combo OPT1_S2_ULT3-2_P2C1A-U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C1A-D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C1B+U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2—P2C1B+D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C1B-U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C1B-D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C3++U 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-2_P2C3++D 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-2_P2C3+-U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C3+-D 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-2_P2C3-+U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C3-+D 1 m 52_ULT_ENVE Response Combo OPT1_S2_ULT3-2_P2C3--U 1 0 52_ULT_ENVE Response Combo OPTS_S2_ULT3-2_P2C3--D 1 o S2_ULT_ENVE Response Combo OPT1_52_ULT3-4_PSCIA+U 1 (0 52 ULT ENVE Response Combo OPT1 52 ULT3-4 P1C1A+D 1 OD — 52_ULT_ENVE — Response Combo — OPT1_52—ULT3-4_P1C1A-U — — 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P1C1A-D 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4_P1C1B+U 1 52_ULT—ENVE Response Combo OPT1_52_ULT3-4_P1C1B+D 1 52_ULT ENVE Response Combo OPT1_S2_ULT3-4_PSC1B-U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P1C1B-D 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4_P1C3++U 1 52_ULT_ENVE Response Combo OPT1_S2—ULT3-4_P1C3++D 1 52_ULT_ENVE Response Combo OPT1_S2 ULT3-4_P1C3+-U 1 S2_ULT_ENVE Response Combo OPT1_S2—ULT3-4_P1C3+-D 1 S2_ULT_ENVE Response Combo OPTl_S2 ULT3-4_PlC3-+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-4_PSC3-+D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P1C3--U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P1C3--D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P2C1A+U 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C1A+D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C1A-U 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C1A-D 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4—P2C1B+U 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C1B+D 1 52_ULT_ENVE Response Combo OPT1_52—ULT3-4_P2C1B-U 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C1B-D 1 52_ULT_ENVE Response Combo OPTS_52_ULT3-4_P2C3++U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C3++D 1 52_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C3+-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P2C3+-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P2C3-+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-4_P2C3-+D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C3--U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT3-4_P2C3--D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1—PiC1A+U 1 52_ULT_ENVE Response Combo OPT1_52_ULT4-1_P1C1A+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P1C1A-U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P1C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT4-1_P1CSB+U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-1_P1CSB+D 1 52_ULT_ENVE Response Combo OPT1_S2 ULT4-1_P1C1B-U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-1_P1C1B-D 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT4-1_P1C3++U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P1C3++D 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT4-1_P1C3+-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P1C3+-D 1 S2 ULT ENVE Response Combo OPT1_S2_ULT4-1_P1C3-+U 1 S2_ULT ENVE Response Combo OPT1_52_ULT4-1_P1C3-+D 1 S2_ULT—ENVE Response Combo OPT1_52_ULT4-1_P1C3--U 1 52_ULT_ENVE Response Combo OPT1_52_ULT4-1_P1C3--D 1 52_ULT_ENVE Response Combo OPT1_52_ULT4-1_P2C1A+U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-1_P2C1A+D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-1_P2C1A-U 1 52_ULT_ENVE Response Combo OPT1_52_ULT4-1—P2C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P2C1B+U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-1_P2C16+D 1 W 52_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P2C1B-U 1 W S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P2C1B-D 1 o S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P2C3++U 1 cn S2 ULT ENVE Response Combo OPT1 S2 ULT4-1 P2C3++D 1 co S2_ULT_ENVE — — Response Combo OPT1_S2_ULT4-1_P2C3+-U — — — 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P2C3+-D 1 S2_ULT ENVE Response Combo OPT1_52_ULT4-1_P2C3-+U 1 S2_ULT ENVE Response Combo OPT1_S2_ULT4-1—P2C3-+D 1 52_ULT_ENVE Response Combo OPT1_52_ULT4-1_P2C3--U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P2C3--D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C1A+U 1 S2_ULT ENVE Response Combo OPT1_S2_ULT4-2_P1C1A+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C1A-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2—P1C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2—P1C1B+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C1B+D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P1C1B-U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P1C1B-D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P1C3++U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P1C3++D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P1C3+-U 1 S2—ULT_ENVE Response Combo OPT1_52_ULT4-2_P1C3+-D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P1C3-+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C3-+D 1 S2_ULT_ENVE Response Combo OPT1 S2_ULT4-2_P1C3--U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C3--D 1 S2_ULT—ENVE Response Combo OPT1_S2_ULT4-2_P2C1A+U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P2C1A+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1A-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1B+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1B+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1B-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1B-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3++U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3++D 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT4-2_P2C3+-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3+-D 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT4-2_P2C3-+U 1 S2_ULT_ENVE Response Combo OPT1_52 ULT4-2_P2C3-+D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2_P2C3--U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3--D 1 S2_ULT_ENVE Response Combo OPT1_52 ULT6_P1C1A+U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT6_P1C1A+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1A-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1CSB+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1B+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1B-U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT6_P1C1B-D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT6_P1C3++U 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT6_P1C3++D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C3+-U 1 52_ULT—ENVE Response Combo OPT1_S2_ULT6_P1C3+-D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C3-+U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C3-+D 1 m S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C3--U 1 N S2_ULT_ENVE Response Combo OPT1_S2_ULT6_PSC3--D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1A+U 1 S2 ULT ENVE Response Combo OPT1 S2 P2C1A+D 1 00 — — S2_ULT_ENVE Response Combo — —ULT6 — OPT1_S2_ULT6 P2C1A-U 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT6_P2C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B-D 1 52_ULT_ENVE Response Combo OPTS_S2_ULT6_P2C3++U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C3++D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C3+-U 1 S2—ULT_ENVE Response Combo OPT1_S2_ULT6_P2C3+-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C3-+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C3-+D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C3--U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C3--D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT5-1_A(P) 1 52_ULT_ENVE Response Combo OPT1_S2_ULT5-1_A(N) 1 S2_ULT—ENVE Response Combo OPT1_52_ULT5-1_B(P) 1 S2_ULT_ENVE Response Combo OPT1_52_ULTS-1_B(N) 1 S2_ULT_ENVE Response Combo OPTS_S2_ULT7_A(P) 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT7—A(N) 1 S2_ULT_ENVE Response Combo OPT1_S2—ULT7_B(P) 1 52_ULT_ENVE Response Combo OPT1_S2_ULT7_B(N) 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT1_T+ 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT2-1_T+ 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT2-2_T+ 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-1—T+ 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-3_T+ 1 S2_ULT_ENVE Response Combo OPT1_52_ULT1_T- 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT2-1_T- 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT2-2_T- 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-1_T- 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-3_T- 1 S2_ULT_ENVE Response Combo OPTl_52_ULT1 1 S2_ULT_ENVE Response Combo OPTl_S2_ULT2-1 1 52_ULT_ENVE Response Combo OPT1_S2_ULT2-2 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT3-1 1 52_ULT_ENVE Response Combo OPTl—S2_ULT3-3 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-1_P2C3--D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C1A+U 1 S2_ULT—ENVE Response Combo OPT1_S2_ULT4-2_P1C1A+D 1 S2—ULT—ENVE Response Combo OPT1_S2_ULT4-2_P1C1A-U 1 S2—ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C1B+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2—P1C1B+D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT4-2—P1C1B-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C1B-D 1 S2_ULT_ENVE Response Combo OPT1_S2—ULT4-2_P1C3++U 1 S2_ULT_ENVE Response Combo OPT1_S2—ULT4-2_P1C3++D 1 S2_ULT ENVE Response Combo OPT1_S2_ULT4-2_P1C3+-U 1 S2—ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C3+-D 1 S2 ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C3-+U 1 "D Su S2 ULT— ENVE Response Combo OPT1 S2 ULT4-2 P1C3-+D 1 to CD S2_ULT_ENVE — Response Combo OPT1_S2_ULT4-2_P1C3--U — — — 1 W 52_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P1C3--D 1 o S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1A+U 1 (0 S2 ULT ENVE Response Combo OPT1 S2 ULT4-2 P2C1A+D 1 00 S2_ULT_ENVE — — Response Combo OPT1_S2_ULT4-2—P2C1A-U — — — 1 S2—ULT—ENVE Response Combo OPT1_S2_ULT4-2—P2C1A-D 1 S2—ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1B+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1B+D 1 S2_ULT_ENVE Response Combo OPT1—S2_ULT4-2_P2C1B-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C1B-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3++U 1 S2—ULT_ENVE Response Combo OPT1_52_ULT4-2_P2C3++D 1 S2_ULT_ENVE Response Combo OPT1_52—ULT4-2—P2C3+-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3+-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2—P2C3-+U 1 S2_ULT_ENVE Response Combo OPTS_S2—ULT4-2_P2C3-+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3--U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT4-2_P2C3--D 1 S2—ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1A+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1A+D 1 52_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1A-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C1B+U 1 S2_ULT—ENVE Response Combo OPT1_S2—ULT6_PSClB+D 1 52_ULT ENVE Response Combo OPT1_52_ULT6_P1C1B-U 1 S2—ULT—ENVE Response Combo OPTS_S2—ULT6_PSC1B-D 1 52_ULT_ENVE Response Combo OPT1_S2—ULT6—P1C3++U 1 S2_ULT_ENVE Response Combo OPT1—S2_ULT6_P1C3++D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT6_PiC3+-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C3+-D 1 S2_ULT_ENVE Response Combo OPT1_52_ULT6_P1C3-+U 1 S2_ULT_ENVE Response Combo OPT1_S2 ULT6—P1C3-+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C3--U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P1C3--D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1A+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1A+D 1 S2 ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1A-U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1A-D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B+U 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B+D 1 S2_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B-U 1 52_ULT_ENVE Response Combo OPT1_S2_ULT6_P2C1B-D 1 52_ULT_ENVE Response Combo OPT1_52_ULT6_P2C3++U 1 S2_ULT_ENVE Response Combo OPT1_52_ULT6_P2C3++D 1 52_ULT_ENVE Response Combo OPT1_52_ULT6_P2C3+-U 1 S2—ULT—ENVE Response Combo OPT1_S2—ULT6_P2C3+-D 1 S2_ULT_ENVE Response Combo OPT1 S2_ULT6_P2C3-+U 1 52_ULT_ENVE Response Combo OPT1 S2_ULT6_P2C3-+D 1 52_ULT_ENVE Response Combo OPT1_52_ULT6_P2C3--U 1 52_ULT_ENVE Response Combo OPT1_52_ULT6_P2C3--D 1 52_ULT ENVE Response Combo OPT1_52_ULTS-1_A(P) 1 S2_ULT_ENVE Response Combo OPT1_52_ULT5-1_A(N) 1 S2_ULT_ENVE Response Combo OPT1_S2_ULTS-1_B(P) 1 52_ULT_ENVE Response Combo OPT1_52_ULTS-1_B(N) 1 T 52_ULT_ENVE Response Combo OPT1_52_ULT7 A(P) 1 52_ULT_ENVE Response Combo OPT1_52_ULT7_A(N) 1 co S2_ULT_ENVE Response Combo OPT1 S2_ULT7_B(P) 1 A S2_ULT—ENVE Response Combo OPT1_52_ULT7_B(N) 1 SL W_52_ENVE_Simple Envelope No NonLin Static W—P1A1+_OPTl_52_NL 1 None None None None CC) W 52 ENVE Simple NonLin Static W P1A3- OPT1 S2 NIL 1 OD W_S2_ENVE_Simple NonLin Static W_P1A3+_OPTl_S2_NL 1 W_S2_ENVE_Simple NonLin Static W_P1B1+_OPTl_S2_NL 1 W_52_ENVE_Simple NonLin Static W_P1B3-_OPT1_S2—NL 1 W_52_ENVE_Simple NonLin Static W_P1B3+—OPTl S2_NL 1 W_52_ENVE_Simple NonLin Static W_P2A1+_OPTl_S2_NL 1 W_52_ENVE_Simple NonLin Static W_P2A3-_OPTl S2_NL 1 W_S2_ENVE_Simple NonLin Static W_P2A3+_OPTl_S2_NL 1 W_S2_ENVE_Simple NonLin Static W P2B1+_OPTl_S2_NL 1 W_52_ENVE_Simple NonLin Static W_P2B3-_OPTl_S2_NL 1 W_S2_ENVE_Simple NonLin Static W P2B3+—OPTl_S2_NL 1 51_DF_ENVE Envelope No Response Combo OPT1_51—DF1 1 None None None None S1_DF_ENVE Response Combo OPT1_51_DF1_T+ 1 S1_DF_ENVE Response Combo OPT1_S1_DF1_T- 1 S1_DF_ENVE Response Combo OPT1_51_DF2 1 S1_DF_ENVE Response Combo OPT1_51_DF2_T+ 1 51_DF_ENVE Response Combo OPT1_51_DF2_T- 1 51_DF_ENVE Response Combo OPT1_51_DF3 1 S1_DF_ENVE Response Combo OPT1_51—DF3_T+ 1 S1_DF_ENVE Response Combo OPT1_51_DF3_T- 1 S2_DF_ENVE Envelope No Response Combo OPT1_52_DF1 1 None None None None S2—DF_ENVE Response Combo OPT1_52_DF1_T+ 1 S2_DF_ENVE Response Combo OPT1_S2_DF1_T- 1 S2_DF_ENVE Response Combo OPT1_S2_DF2 1 S2_DF_ENVE Response Combo OPT1_S2_DF2_T+ 1 S2_DF_ENVE Response Combo OPT1_52_DF2_T- 1 52_DF_ENVE Response Combo 0PT1_S2_DF3 1 S2 DF ENVE Response Combo 0PT1_52_DF3_T+ 1 S2_DF_ENVE Response Combo 0PT1_S2_DF3_T- 1 S2_DF_ENVE Response Combo 0PT1_52_DF4_P1C1A+U 1 S2_DF—ENVE Response Combo OPT1_52_DF4_P1C1A+D 1 S2_DF_ENVE Response Combo 0PT1_S2_DF4_P1C1A-U 1 S2_DF_ENVE Response Combo OPT1_S2_DF4—P1C1A-D 1 S2_DF—ENVE Response Combo OPT1_S2_DF4_P1C1B+U 1 S2—DF_ENVE Response Combo OPT1_S2_DF4_P1CiB+D 1 S2_DF_ENVE Response Combo OPT1_S2_DF4_P1C1B-U 1 52_Df_ENVE Response Combo OPT1_S2_DF4_P1CSB-D 1 S2_DF ENVE Response Combo OPTS_S2_DF4_P1C3++U 1 52_DF_ENVE Response Combo 0PT1_S2_DF4_P1C3++D 1 52_DF_ENVE Response Combo OPT1_S2_DF4_P1C3+-U 1 52_DF_ENVE Response Combo 0PT1_S2_DF4—P1C3+-D 1 52_DF_ENVE Response Combo 0PT1_S2_DF4_P1C3-+U 1 S2_DF_ENVE Response Combo 0PT1_S2_DF4_P1C3-+D 1 52_DF_ENVE Response Combo 0PT1_S2_DF4_P1C3--U 1 52 DF ENVE Response Combo OPT1 S2—DF4_P1C3--D 1 52_DF_ENVE Response Combo OPT1_52_DF4_P2C1A+U 1 S2_DF_ENVE Response Combo OPT1_52_DF4_P2C1A+D 1 52_DF_ENVE Response Combo OPT1_S2_DF4_P2C1A-U 1 S2_DF_ENVE Response Combo OPT1_52_DF4_P2C1A-D 1 52_DF_ENVE Response Combo OPT1_52_DF4_P2C1B+U 1 52_DF_ENVE Response Combo OPT1_52_DF4_P2C1B+D 1 52_DF_ENVE Response Combo OPT1_52_DF4_P2C1B-U 1 0) 52_DF ENVE Response Combo OPT1_52_DF4_P2C1B-D 1 m 52_DF_ENVE Response Combo OPT1_52_DF4_P2C3++U 1 G) S2_DF_ENVE Response Combo OPT1_52—DF4_P2C3++D 1 o S2_DF_ENVE Response Combo OPT1_52_DF4_P2C3+-U 1 c0 52 DF ENVE Response Combo OPT1 52 DF4 P2C3+-D 1 00 — S2_DF_ENVE — Response Combo OPT1_S2_DF4_P2C3-+U — — — 1 52_DF_ENVE Response Combo OPT1_S2_DF4_P2C3-+D 1 S2_DF_ENVE Response Combo OPT1_52_DF4_P2C3--U 1 52_DF_ENVE Response Combo OPT1_52_DF4—P2C3--D 1 52_DF_ENVE Response Combo OPT1_S2_DF4-1_P1C1A+U 1 52_DF_ENVE Response Combo OPT1_52_DF4-1_PiC1A+D 1 S2_DF_ENVE Response Combo OPT1_S2_DF4-1_P1C1A-U 1 S2_DF_ENVE Response Combo OPT1_52_DF4-1_PiC1A-D 1 52—DF_ENVE Response Combo OPT1_52_DF4-1_P1C1B+U 1 52_DF_ENVE Response Combo 0PT1_52_DF4-1_PiC1B+D 1 52_DF_ENVE Response Combo OPT1_52 DF4-1_P1C1B-U 1 52_DFENVE Response Combo 0PT1_S2_DF4-1_P1C1B-D 1 S2_DF_ENVE Response Combo 0PT1_52_DF4-1_P1C3++U 1 S2_DF_ENVE Response Combo 0PT1_52_DF4-1_P1C3++D 1 S2_DF—ENVE Response Combo 0PT1_52_DF4-1_P1C3+-U 1 S2_DF_ENVE Response Combo 0PT1_52_DF4-1_P1C3+-D 1 S2—DF_ENVE Response Combo 0PT1_52_DF4-1_P1C3-+U 1 S2_DF_ENVE Response Combo 0PT1_52_DF4-1_P1C3-+D 1 S2_DF_ENVE Response Combo 0PTS_52_DF4-1_P1C3--U 1 S2_DF_ENVE Response Combo OPT1_S2_DF4-1_P1C3--D 1 S2_DF_ENVE Response Combo OPT1_S2_DF4-1_P2C1A+U 1 52_DF_ENVE Response Combo OPT1_52_DF4-1—P2C1A+D 1 52_DF_ENVE Response Combo OPT1_S2_DF4-1_P2C1A-U 1 S2_DF_ENVE Response Combo OPT1_52 DF4-1—P2C1A-D 1 S2_DF—ENVE Response Combo 0PT1_S2_DF4-1_P2C1B+U 1 w CD m w m 0 co ao 52_DF_ENVE Response Combo OPT1_52_DF4-1_P2C1B+D 1 S2_DF_ENVE Response Combo OPT1_S2_DF4-1_P2C1B-U 1 52 DF ENVE Response Combo OPT1 S2_DF4-1_P2C1B-D 1 S2 DF ENVE Response Combo OPT1_S2_DF4-1_P2C3++U 1 S2_DF_ENVE Response Combo OPT1_S2_DF4-1_P2C3++D 1 S2_DF_ENVE Response Combo OPT1_S2_DF4-1_P2C3+-U 1 S2_DF_ENVE Response Combo OPT1_S2_DF4-1_P2C3+-D 1 S2_DF_ENVE Response Combo OPT1_52_DF4-1_P2C3-+U 1 S2_Df_ENVE Response Combo OPT1_S2_DF4-1_P2C3-+D 1 S2_DF_ENVE Response Combo OPT1_52_DF4-1_P2C3--U 1 52_DF ENVE Response Combo OPT1_52_DF4-1 P2C3--D 1 52_DF_ENVE Response Combo OPT1_52_DF5_A(P) 1 52_DF_ENVE Response Combo OPT1_S2_DFS_A(N) 1 52_DF_ENVE Response Combo OPT1_S2 DFS_B(P) 1 S2_DF_ENVE Response Combo OPT1_S2_DF5_B(N) 1 S2_DF_ENVE Response Combo OPT1_S2_DF5-1_A(P) 1 52_DF_ENVE Response Combo OPT1_S2_DFS-1_A(N) 1 S2_DF_ENVE Response Combo OPT1_S2_DF5-1_B(P) 1 S2_DF ENVE Response Combo OPT1_S2_DF5-1_B(N) 1 Sl_DF_ENVE_No Einelastic Envelope No Response Combo OPT3_S3_DF1 1 None Sl_DF_ENVE_No Einelastic Response Combo OPTl_Sl_DFl_T+ 1 Sl_DF_ENVE_No Einelastic Response Combo OPTS_Sl_DFl T- 1 Sl_DF_ENVE_No Einelastic Response Combo OPTl_Sl_DF2 1 Sl_DF_ENVE_No Einelastic Response Combo OPT3_51 DF2_T+ 1 Sl_DF_ENVE_No Einelastic Response Combo OPT1_51_DF2_T- 1 Sl_DF_ENVE_No Einelastic Response Combo OPT3_51_DF3 1 Sl_DF_ENVE_No Einelastic Response Combo OPT1_51_DF3_T+ 1 Sl_DF_ENVE_No Einelastic Response Combo OPTl_Sl_DF3_T- 1 S2_DF_ENVE_No Einelastic Envelope No Response Combo OPTl_52_DF1 1 None S2_DF_ENVE_No Einelastic Response Combo OPTl_S2_DFl_T+ 1 S2_DF_ENVE_No Einelastic Response Combo OPT3_52_DFl_T- 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_52_DF2 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_52_DF2 T+ 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_52_DF2_T- 1 S2_DF_ENVE_No Einelastic Response Combo OPTS_52 DF3 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_52_DF3_T+ 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_S2 DF3_T- 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P1CSA+U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_52_DF4_P1C1A+D 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P1C1A-U 1 S2_DF_ENVE_No Einelastic Response Combo OPT3_52_DF4_P1CSA-D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4_P1C1B+U 1 S2_DF_ENVE_No Einelastic Response Combo OPTS_S2_DF4_P1C1B+D 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P1C1B-U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_52_DF4_P1C1B-D 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P1C3++U 1 52_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4_P1C3++D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4_P1C3+-U 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4 P1C3+-D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4_P1C3-+U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P1C3-+D 1 52_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P1C3--U 1 S2_Df_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P1C3--D 1 S2_DF_ENVE_No Einelastic Response Combo OPTS_S2_DF4_P2C1A+U 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P2C1A+D 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_S2_DF4_P2C1A-U 1 None None None None None None 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P2C1A-D 1 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P2C1B+U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_52_DF4_P2C1B+D 1 52_DF_ENVE No Einelastic Response Combo OPT1_52_DF4_P2C1B-U 1 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P2C1B-D 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_S2_DF4_P2C3++U 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_S2_DF4_P2C3++D 1 S2_DF_ENVE—No Einelastic Response Combo OPT3_S2_DF4_P2C3+-U 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P2C3+-D 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P2C3-+U 1 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4_P2C3-+D 1 52_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P2C3--U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4_P2C3--D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4-1_P1C1A+U 1 52_DF_ENVE—No Einelastic Response Combo OPTS_S2_DF4-1_P1C1A+D 1 S2_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4-1_PlC1A-U 1 52_DF_ENVE_No Einelastic Response Combo OPT3_52_DF4-1—P1C1A-D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_52_DF4-1_P1C1B+U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_52_DF4-1_P1C1B+D 1 52_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4-1_PSC1B-U 1 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1_PSC1B-D 1 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1_PiC3++U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_52_DF4-1_P1C3++D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_52_DF4-1_PlC3+-U 1 52_DF—ENVE_No Einelastic Response Combo OPT3_52_DF4-1_PIC3+-D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_52_DF4-1_PSC3-+U 1 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1_P1C3-+D 1 CD 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1_PlC3--U 1 v 52_DF_ENVE_No Einelastic Response Combo OPT3_52_DF4-1_P1C3--D 1 0 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1_P2C1A+U 1 S2 DF ENVE No Einelastic Response Combo OPTl_52—DF4-1 P2C1A+D 1 00 52_DF_ENVE_No — — — Einelastic Response Combo OPT1_52_DF4-1_P2C1A-U — 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1_P2C1A-D 1 52_DF_ENVE—No Einelastic Response Combo OPT3_52_DF4-1_P2C1B+U 1 52_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1—P2C1B+D 1 S2 DF ENVE_No Einelastic Response Combo OPT1_52_DF4-1_P2C1B-U 1 52_DF_ENVE_No Einelastic Response Combo OPT1_S2_DF4-1_P2C1B-D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4-1_P2C3++U 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_52_DF4-1_P2C3++D 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_S2_DF4-1_P2C3+-U 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4-1_P2C3+-D 1 S2_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4-1_P2C3-+U 1 S2_DF_ENVE_No Einelastic Response Combo OPT1_S2_DF4-1_P2C3-+D 1 52_DF_ENVE_No Einelastic Response Combo OPT3_S2_DF4-1_P2C3--U 1 52_DF_ENVE_No Einelastic Response Combo OPTl_S2_DF4-1_P2C3--D 1 t . e 0- Frame DesignSect DesignType Status Ratio RatioType Combo Location ErrMsg WarnMsg Text Text Text Text Unitless Text Text ft Text Text 144 W14X342 Brace No Messages 0.5776 PMM OPT1_S2_ULTS-1_A(P) 15.9519 No Messages No Messages 160 W14X109 Brace No Messages 0.505883 PMM OPT1_S2_ULT3-3_T- 0 No Messages No Messages 161 W14X90 Brace No Messages 0.546427 PMM OPT1_Sl_ULT3-3_T+ 0 No Messages No Messages 162 W14X176 Brace No Messages 0.481693 PMM OPT1_Sl_ULT3-3_T+ 0 No Messages No Messages 163 W14X68 Brace No Messages 0.540546 PMM OPTl_51_ULT3-3_T+ 0 No Messages No Messages 164 W14X345 Brace No Messages 0.433486 PMM OPT1_51_ULT3-3_T+ 0 No Messages No Messages 165 W14X74 Brace No Messages 0.853046 PMM OPTl_S2_ULT3-4_P1C3++D 0 No Messages No Messages 166 W14X90 Brace No Messages 0.493509 PMM OPTl_S2_ULT6_P2C3--U 0 No Messages No Messages 167 W14X90 Brace No Messages 0.917872 PMM OPTl_S2_ULT3-4_P1C3++D 0 No Messages No Messages 168 W14X176 Brace No Messages 0.787386 PMM OPTI_S2_ULT3-4_PSC3++D 0 No Messages No Messages 169 W14X90 Brace No Messages 0.82354 PMM OPT1_52_ULT3-4P1C3++D 0 No Messages No Messages 170 W14X145 Brace No Messages 0.644535 PMM OPTl_S2_ULT3-4_P1C3++D 0 No Messages No Messages 171 W14X74 Brace No Messages 0.714255 PMM OPTl_S2_ULT6_P2C3--U 0 No Messages No Messages 172 W14X82 Brace No Messages 0.946997 PMM OPTl_S2_ULT3-4_P1C3++D 0 No Messages No Messages 173 W14X90 Brace No Messages 0.430881 PMM OPT1_51_ULT3-3_T- 0 No Messages No Messages 174 W14X53 Brace No Messages 0.496805 PMM OPT1_Sl_ULT3-3_T- 0 No Messages No Messages 175 W14X309 Brace No Messages 0.549902 PMM OPTl_51_ULT3-3_T- 0 No Messages No Messages 176 W14X82 Brace No Messages 0.5094 PMM OPTl S2_ULT3-4_P1C3--D 0 No Messages No Messages 177 W14X176 Brace No Messages 0.570096 PMM OPTl S2_ULT3-4_PiC3--D 0 No Messages No Messages 178 W14X14S Brace No Messages 0.532275 PMM OPTl_S2_ULT3-4_P1C3--D 0 No Messages No Messages 179 W14X176 Brace No Messages 0.512463 PMM OPTl_S2_ULT3-4_P1C3--D 0 No Messages No Messages 180 W14X61 Column No Messages 0.590484 PMM OPTl_S2_ULT3-4_P1C3++D 0 No Messages No Messages 181 W14X61 Column No Messages 0.544962 PMM OPTl_S2_ULT3-4_PSC3++D 0 No Messages No Messages 182 W14X61 Column No Messages 0.507614 PMM OPTl_S2_ULT3-4 P1C3++D 0 No Messages No Messages 183 W14X61 Column No Messages 0.585169 PMM OPTl_S2_ULT3-4_P1C3--D 0 No Messages No Messages 184 W14X61 Column No Messages 0.41325 PMM OPTl_S2_ULT3-4_P1C3--D 0 No Messages No Messages 185 W14X61 Column No Messages 0.470794 PMM OPTl_S2_ULT3-4_P1C3--D 0 No Messages No Messages 186 W14X61 Column No Messages 0.505858 PMM OPTl_S2_ULT3-4_PlC3--D 0 No Messages No Messages 187 W14X61 Column No Messages 0.476979 PMM OPTl_S2_ULT3-4_P1C3--D 0 No Messages No Messages 188 W14X61 Column No Messages 0.55337 PMM OPTl_52_ULT3-4_P1C3--D 0 No Messages No Messages 5 W14X257 Brace No Messages 0.483395 PMM OPT1_51_ULT3-3_T- 54.5039 No Messages No Messages 10 W14X257 Brace No Messages 0.502543 PMM OPT1_SS_ULT3-3_T- 26.1619 No Messages No Messages 12 W14X342 Brace No Messages 0.49925 PMM OPTi S3_ULT3-3_T- 26.1619 No Messages No Messages 17 W14X257 Brace No Messages 0.533394 PMM OPT1_Sl_ULT3-3_T- 0 No Messages No Messages 19 W14X342 Brace No Messages 0.537945 PMM OPTl_52_ULTS-1_A(P) 42.5383 No Messages No Messages 1 W14x550+1.25"SP Column No Messages 0.766284 PMM OPTl_52_ULT3-4_PSC3++D 0 No Messages No Messages 3 W14x550+1.25"SP Column No Messages 0.767171 PMM OPTi_S2 ULT3-4_PSC3++D 0 No Messages No Messages 15 W14X193 Column No Messages 0.620548 PMM OPTl_S2_ULT3-4_PIC3--D 0 No Messages No Messages 16 W14X145 Column No Messages 0.541834 PMM OPTl_S2_ULT3-3_T- 0 No Messages No Messages 6 W14X393 Brace No Messages 0.534301 PMM OPT1_Sl_ULT3-3_T- 61.0444 No Messages No Messages 7 W14X257 Brace No Messages 0.548519 PMM OPTl_S2_ULT3-4_P1C3--D 15.9519 No Messages No Messages 9 W14X342 Column No Messages 0.300871 PMM OPTl_52_ULT3-4_P1C3--D 0 No Messages No Messages 13 W14X342 Column No Messages 0.728451 PMM OPT1_Sl_ULT3-3_T+ 0 No Messages No Messages 14 W14X398 Column No Messages 0.379705 PMM OPTl_S2_ULT3-4_P1C3--D 0 No Messages No Messages 18 W14X398 Column Overstressed 1.368152 PMM OPT1_S2_ULT3-4_P1C3++D 0 No Messages No Messages Page 38 of 98 t_ sig a ai s 60 Frame DesignSect DesignType Status Combo Location Pr MrMajor MrMinor VrMajor Text Text Text Text Text ft Kip Kip-ft Kip-ft Kip 144 W14X342 Brace No Messages OPT1_S2_ULTS-1_A(P) 15.9519 -2074.311 1.78E-14 -128.3518 2.321E-15 160 W14X109 Brace No Messages OPT1_52_ULT3-3_T- 0 728.472 0 0 0 161 W14X90 Brace No Messages OPT1_S1_ULT3-3_T+ 0 651.615 0 0 0 162 W14X176 Brace No Messages OPT1_SS_ULT3-3_T+ 0 -686.641 0 0 0 163 W14X68 Brace No Messages OPT1_S1_ULT3-3_T+ 0 486.491 0 0 0 164 W14X145 Brace No Messages OPT1_S1_ULT3-3_T+ 0 -504.294 0 0 0 165 W14X74 Brace No Messages OPT1_S2_ULT3-4_PSC3++D 0 -331.834 0 0 0 166 W14X90 Brace No Messages OPT1_52_ULT6_P2C3--U 0 -328.71 0 0 0 167 W14X90 Brace No Messages OPT1_S2_ULT3-4_P1C3++D 0 -721.901 0 0 0 168 W14X176 Brace No Messages OPT1_S2_ULT3-4_P1C3++D 0 -1224.925 0 0 0 169 W14X90 Brace No Messages OPT1_S2_ULT3-4_P1C3++D 0 982.072 0 0 0 170 W14X145 Brace No Messages OPTl_S2_ULT3-4_PIC3++D 0 -819.768 0 0 0 171 W14X74 Brace No Messages OPTl_S2_ULT6_P2C3--U 0 -226.524 0 0 0 172 W14X82 Brace No Messages OPT1_S2_ULT3-4_PSC3++D 0 -353.888 0 0 0 173 W14X90 Brace No Messages OPT1_S1_ULT3-3_T- 0 -308.271 0 0 0 174 W14X53 Brace No Messages OPT1_Sl_ULT3-3_T 0 348.757 0 0 0 175 W14X109 Brace No Messages OPT1_S1_ULT3-3_T- 0 -480.466 0 0 0 176 W14X82 Brace No Messages OPT1_S2_ULT3-4_P1C3--D 0 550.152 0 0 0 177 W14X176 Brace No Messages OPT1_S2_ULT3-4_PlC3--D 0 -863.241 0 0 0 178 W14X145 Brace No Messages OPT1_52_ULT3-4_P1C3--D 0 1022.767 0 0 0 179 W14X176 Brace No Messages OPT1_S2_ULT3-4_P1C3--D 0 1194.55 0 0 0 180 W14X61 Column No Messages OPTS_S2_ULT3-4_P1C3++D 0 -187.332 0 0 0 181 W14X61 Column No Messages OPTl_S2_ULT3-4_P1C3++D 0 -172.89 0 0 0 182 W14X61 Column No Messages OPTl_S2_ULT3-4_P1C3++D 0 -161.042 0 0 0 183 W14X61 Column No Messages OPTl_S2_ULT3-4_PSC3--D 0 -185.646 0 0 0 184 W14X61 Column No Messages OPT3_S2_ULT3-4_PIC3--D 0 -131.104 0 0 0 185 W14X61 Column No Messages OPT1_S2_ULT3-4_P1C3--D 0 -149.36 0 0 0 186 W14X61 Column No Messages OPT1_52_ULT3-4_P1C3--D 0 -160.485 0 0 0 187 W14X61 Column No Messages OPT1_S2_ULT3-4_P1C3--D 0 -151.322 0 0 0 188 W14X61 Column No Messages OPTl_S2_ULT3-4_P1C3--D 0 -175.558 0 0 0 5 W14X257 Brace No Messages OPT1_S1_ULT3-3_T- 54.5039 -1485.541 -1.414E-15 13.8467 -3.739E-16 10 W14X257 Brace No Messages OPTS_51_ULT3-3_T- 26.1619 1597.05 5.44E-15 -34.3502 -1.402E-16 12 W14X342 Brace No Messages OPT1_51_ULT3-3_T- 26.1619 -1699.126 -1.83E-14 140.209 3.357E-15 17 W14X257 Brace No Messages OPT1_51_ULT3-3_T- 0 1702.006 5.458E-15 -34.3502 1.135E-16 19 W14X342 Brace No Messages OPTS_S2_ULT5-1_A(P) 42.5383 -1884.071 1.874E-14 -135.445 1.414E-15 I W14x550+1.25"SP Column No Messages OPTl_S2_ULT3-4_P1C3++D 0-2040.183 0 0 0 3 W14x550+1.25"SP Column No Messages OPT1_S2_ULT3-4_P1C3++D 0 -2040.183 0 -4.191E-14 0 15 W14X193 Column No Messages OPTl_S2_ULT3-4_P1C3--D 0 -1129.168 0 0 0 16 W14X145 Column No Messages OPT1_52_ULT3-3_T- 0 -732.722 0 0 0 6 W14X193 Brace No Messages OPT1_Sl_ULT3-3_T- 61.0444 1319.389 2.159E-15 -13.7509 -1.249E-17 7 W14X257 Brace No Messages OPT1_S2_ULT3-4_P1C3--D 15.9519 1721.651 6.943E-15 -44.0538 -1.672E-16 9 W14X342 Column No Messages OPTl_S2_ULT3-4_P1C3--D 0 -844.553 134.1412 0 3.555 13 W14X342 Column No Messages OPT1_Sl_ULT3-3_T+ 0 -756.828 466.3167 0 10.137 14 W14X398 Column No Messages OPTl_S2_ULT3-4_P1C3--D 0 -1213.037 -231.8375 0 -9.782 18 W14X398 Column Overstressed OPTl S2 ULT3-4 P1C3++D 0 -1239.406 -292.3309 0 -4.927 Page 39 of 98 VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatio VMajRatio VMinRatio TorRatio DCLimit PrDsgn j Kip Kip-ft Text Unitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless Kip -17.882 0 (H1-la) 0.5776 0.487588 0 0.090012 0.95 -2074.311 0 0 (H1.2,H1-la) 0.505883 0.505883 0 0 0.95 728.472 0 0 (H1.2,H3-1a) 0.546427 0.546427 0 0 0.95 651.615 0 0 (111-la) 0.481693 0.481693 0 0 0.95 -686.641 0 0 (H1.2,H1-la) 0.540546 0.540546 0 0 0.95 486.491 0 0 (H1-1a) 0.433486 0.433486 0 0 0.95 -504.294 0 0 (H1-la) 0.853046 0.853046 0 0 0.95 -331.834 0 0 (Hl-la) 0.493509 0.493509 0 0 0.95 -328.71 0 0 (111-la) 0.917872 0.917872 0 0 0.95 -721.901 0 0 (H1-la) 0.787386 0.787386 0 0 0.95 -1224.925 0 0 (H1.2,H1-la) 0.82354 0.82354 0 0 0.95 982.072 0 0 (H1-la) 0.644535 0.644535 0 0 0.95 -819.768 0 0 (Hl-la) 0.714255 0.714255 0 0 0.95 -226.524 0 0 (Hl-1a) 0.946997 0.946997 0 0 0.95 -353.888 0 0 (Hl-1a) 0.430881 0.430881 0 0 0.95 -308.271 0 0 (H1.2,H1-la) 0.496805 0.496805 0 0 0.95 348.757 0 0 (H1-la) 0.549902 0.549902 0 0 0.95 -480.466 0 0 (H1.2,H1-la) 0.5094 0.5094 0 0 0.95 550.152 0 0 (111-la) 0.570096 0.570096 0 0 0.95 -863.241 0 0 (H1.2,H1-la) 0.532275 0.532275 0 0 0.95 1022.767 0 0 (H1.2,H1-la) 0.512463 0.512463 0 0 0.95 1194.55 0 0 (H1-la) 0.590484 0.590484 0 0 0.95 -187.332 0 0 (Hl-1a) 0.544962 0.544962 0 0 0.95 -172.89 0 0 (H1-1a) 0.507614 0.507614 0 0 0.95 -161.042 0 0 (H3-1a) 0.58S169 0.585169 0 0 0.95 -185.646 0 0 (H1-la) 0.41325 0.41325 0 0 0.95 -131.104 0 0 (H1-la) 0.470794 0.470794 0 0 0.95 -149.36 0 0 (H1-la) 0,505858 0.505858 0 0 0.95 -160.485 0 0 (111-la) 0.476979 0.476979 0 0 0.95 -151.322 0 0 (H1-la) 0.55337 0.55337 0 0 0.95 -175.558 3.904 0 (H1-1a) 0.483395 0.470053 0 0.013342 0.95 -1485.541 0.927 0 (H1.2,H3-la) 0.502543 0.469445 0 0.033099 0.95 1597.05 -25.774 0 (Hl-la) 0.49925 0.400922 0 0.098328 0.95 -1699.126 -0.753 0 (H3.2,H1-la) 0.533394 0.500296 0 0.033099 0.95 1702.006 -16.913 0 (H1-la) 0.537945 0.442958 0 0.09498.7 0.95 -1884.071 -9.104E-16 0 (H1-la) 0.766284 0.766284 0 0 0.95 -2040.183 -6.198E-16 0 (H1-la) 0.767171 0.767171 0 0 0.95 -2040.183 0 0 (Hl-la) 0.620548 0.620548 0 0 0.95 -1129.168 0 0 (H1-la) 0.541834 0.541834 0 0 0.95 -732.722 0.087 0 (H1.2,H1-la) 0.534301 0.516193 0 0.018108 0.95 1319.389 1.166 0 (H1.2,H1-la) 0.548519 0.50607 0 0.042449 0.95 1721.651 0 0 (H1-la) 0.300871 0.253555 0.047316 0 0.95 -844.553 0 0 (Hl-la) 0.728451 0.563965 0.164486 0 0.95 -756.828 0 0 (Hl-la) 0.379705 0.311098 0.068607 0 0.95 -1213.037 0 0 (HI-1a) 1.368152 1.281643 0.086508 0 0.95 -1239.406 Page 40 of 98 PcComp PcTension MrMajorDsgn McMajor MrMinorDsgn McMinor XLMajor XLMinor XLLTB KiMajor K1Minor K2Major Kip Kip Kip-ft Kip-ft Kip-ft Kip-ft Unitless Unitless Unitless Unitless Unitless Unitless 4254.231 4545 1.78E-14 2520 -128.3518 1267.5 0.133 0.133 0.133333 1 1 1 958.495 1440 0 720 0 347.625 1 1 1 1 1 1 786.494 1192.5 0 573.5541 0 272.6824 1 1 1 1 1 1 1425.473 2331 0 1095.9808 0 611.25 1 1 1 1 1 1 351.638 900 0 431.25 0 138.375 1 1 1 1 1 1 1163.345 1921.5 0 871.6521 0 498.75 1 1 1 1 1 1 388.999 981 0 356.639 0 151.875 1 1 1 1 1 1 666.067 1192.5 0 484.1423 0 272.6824 1 1 1 1 1 1 786.494 1192.5 0 514.9486 0 272.6824 1 1 1 1 1 1 1555.686 2331 0 1116.0486 0 611.25 1 1 1 1 1 1 715.443 1192.5 0 573.5541 0 272.6824 1 1 1 1 1 1 1271.875 1921.5 0 891.3788 0 498.75 1 1 1 1 1 1 317.148 981 0 336.574 0 151.875 1 1 1 1 1 1 373.694 1080 0 389.4081 0 168 1 1 1 1 1 1 715.443 1192.5 0 496.7735 0 272.6824 1 1 1 1 1 1 145.69 702 0 298.7212 0 82.5 1 1 1 1 1 1 873.73 1440 0 625.4117 0 347.625 1 1 1 1 1 1 373.694 1080 0 521.25 0 168 1 1 1 1 1 1 1514.202 2331 0 1109.6303 0 611.25 1 1 1 1 1 1 1271.875 1921.5 0 975 0 498.75 1 1 1 1 1 1 1555.686 2331 0 1200 0 611.25 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 317.252 805.5 0 275.19 0 123 1 1 1 1 1 1 3160.372 3402 -1.414E-15 1826.25 13.8467 922.5 0.179 0.179 0.178571 1 1 1 2537.84 3402 5.44E-15 1826.25 -34.3502 922.5 0.833 0.833 0.833333 1 1 1 4238.046 4545 -1.83E-14 2520 140.209 1267.5 0.417 0.417 0.416667 1 1 1 2574.836 3402 5.458E-15 1826.25 -34.3502 922.5 0.444 0.444 0.444444 1 1 1 4253.384 4545 1.874E-14 2520 -135.445 1267.5 0.222 0.222 0.222222 1 1 1 2662.437 9336.235 0 3967.2885 0 2712.9279 21.6 21.6 21.6 1 1 1 2659.358 9336.235 0 3967.2885 -4.191E-14 2712.9279 1.05 1.05 1.05 1 1 1 1819.63 2556 0 1262.2982 0 675 1 1 1 1 1 1 1352.3 1921.5 0 906.2101 0 498.75 1 1 1 1 1 1 495.101 2556 2.159E-15 1271.7968 -13.7509 675 1.428571 0.357143 0.357143 1 1 1 327.531 3402 6.943E-15 1772.0269 -44.0538 922.5 1.6 0.266667 0.266667 1 1 1 3330.851 4545 134.1412 2520 0 1267.5 1 1 1 1 1 1 1341.977 4545 466.3167 2520 0 1267.5 1 1 1 1 1 1 3899.214 5265 -231.8375 3003.75 0 1507.5 1 1 1 1 1 1 967.044 5265 -292.3309 3003.75 0 1507.5 1 1 1 1 1 1 Page 41 of 98 K2Minor KLTB CmMajor CmMinor Cb BlMajor B1Minor 82Major B2Minor Fy E Length MajAxisAng Unitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless Kip/ft2 Kip/ft2 ft Degrees 1 1 1 1 1 1 1 1 1 7200 4176000 79.7594 0 1 1 1 1 1.201153 1 1 1 1 7200 4176000 23.2382 0 1 1 1 1 1.220266 1 1 1 1 7200 4176000 23.2382 0 1 1 1 1 1 1 1 1 1 7200 4176000 27.4889 0 1 1 1 1 1.446494 1 1 1 1 7200 4176000 23.2382 0 1 1 1 1 1 1 1 1 1 7200 4176000 27.4889 0 1 1 1 1 1 1 1 1 1 7200 4176000 23.2382 0 1 1 1 1 1 1 1 1 1 7200 4176000 27.4889 0 1 1 1 1 1 1 1 1 1 7200 4176000 23.2382 0 1 1 1 1 1 1 1 1 1 7200 4176000 24.9265 0 1 1 1 1 1.38012 1 1 1 1 7200 4176000 25.746 0 1 1 1 1 1 1 1 1 1 7200 4176000 24.9265 0 1 1 1 1 1 1 1 1 1 7200 4176000 25.746 0 1 1 1 1 1 1 1 1 1 7200 4176000 24.9265 0 1 1 1 1. 1 1 1 1 1 7200 4176000 25.746 0 1 1 1 1 1.699838 1 1 1 1 7200 4176000 24.9265 0 1 1 1 1 1 1 1 1 1 7200 4176000 25.746 0 1 1 1 1 1.470376 1 1 1 1 7200 4176000 24.9265 0 1 1 1 1 1 1 1 1 1 7200 4176000 25.746 0 1 1 1 1 1.213365 1 1 1 1 7200 4176000 24.9265 0 1 1 1 1 1.202332 1 1 1 1 7200 4176000 24.9265 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 61.0444 0 1 1 1 1 1.11552 1 1 1 1 7200 4176000 26.1619 0 1 1 1 1 1 1 1 1 1 7200 4176000 26.1619 0 1 1 1 1 1.129677 1 1 1 1 7200 4176000 47.8556 0 1 1 1 1 1 1 1 1 1 7200 4176000 47.8556 0 1 1 1 1 1 1 1 1 1 7200 4176000 3 0 1 1 1 1 1 1 1 1 1 7200 4176000 61.75 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 23 0 1 1 1 1 1 1 1 1 1 7200 4176000 61.0444 0 1 1 1 1 1.000344 1 1 1 1 7200 4176000 79.7594 0 1 1 0.756174 1 1.322447 1 1 1 1 7200 4176000 23 0 1 1 0.6 1 1.666667 1 1 1 1 7200 4176000 45.9997 0 1 1 0.611805 1 1.634509 1 1 1 1 7200 4176000 23 0 1 1 0.6 1 1.666667 1 1 1 1 7200 4176000 59.3329 0 Page 42 of 98 RLLF SectClass FramingType SDC OmegaO SystemCd ErrMsg WarnMsg Unitless Text Text Text Unitless Unitless Text Text 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Non -Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Non -Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Non -Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Non -Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.S No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Non -Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact . Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Non -Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Non -Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages 1 Compact Special Concentrically Braced Frame D 3 5.5 No Messages No Messages Page 43 of 98 ABLE: Steel Design 3 - Shear Details - AISC 360-10 Frame DesignSect DesignType Status VMajorCombo VMajorLoc VMajorRatio Text Text Text Text Text ft Unitless 144 W14X342 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 _ 0 160 W14X109 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 161 W14X90 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 162 W14X176 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 163 W14X68 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 164 W14X145 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 165 W14X74 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 166 W14X90 Brace No Messages OPT1_S2_ULT3-2_PlC1A+U 0 0 167 W14X90 Brace No Messages OPT1_S2_ULT3-2_PlC1A+U 0 0 168 W14X176 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 169 W14X90 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 170 W14X145 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 171 W14X74 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 172 W14X82 Brace No Messages OPT1_S2_ULT3-2_PICIA+U 0 0 173 W14X90 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 174 W14X53 Brace No Messages OPTi_S2_ULT3-2_P1C1A+U 0 0 175 W14X109 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 176 W14X82 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 177 W14X176 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 178 W14X145 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 179 W14X176 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 180 W14X61 Column No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 181 W14X61 Column No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 182 W14X61 Column No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 183 W14X61 Column No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 184 W14X61 Column No Messages OPT1_52_ULT3-2_P1C1A+U 0 0 185 W14X61 Column No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 186 W14X61 Column No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 187 W14X61 Column No Messages OPTl_S2_ULT3-2_PlC1A+U 0 0 188 W14X61 Column No Messages OPT1_S2_ULT3-2_PlC1A+U 0 0 5 W14X257 Brace No Messages OPTl_S2_ULT3-2_PlC1A+U 0 0 10 W14X257 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 12 W14X342 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 17 W14X257 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 19 W14X342 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 1 W14x550+1.25"SP Column No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 3 W14550+1.25"SP Column No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 15 W14X193 Column No Messages OPTl_52_ULT3-2_P1C1A+U 0 0 16 W14X145 Column No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 6 W14X193 Brace No Messages OPT1_S2_ULT3-2_P1C1A+U 0 0 7 W14X257 Brace No Messages OPTl_S2_ULT3-2_P1C1A+U 0 0 9 W14X342 Column No Messages OPTl_S2_ULT3-4_P1C3++D 0 0.004506 13 W14X342 Column No Messages OPT1_Sl_ULT3-3_T+ 0 0.012538 14 W14X398 Column No Messages OPTl_S2_ULT3-3_T+ 0 0.013759 18 W14X398 Column No Messages OPTl_Sl_ULT3-3_T+ 0 0.005481 Page 44 of 98 VrMajDsgn PhiVnMajor TrMajor VMinorCombo VMinorLoc VMinorRatio VrMinDsgn PhiVnMinor Kip Kip Kip-ft Text ft Unitless Kip Kip 1.118E-15 808.5 0 OPT1_S2_ULT3-3 T+ 79.7594 0.01651 36.115 2187.432 0 225.225 0 OPT1_S2_ULT3-2 P1C1A+U 0 0 0 678.024 0 184.8 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 555.93 0 378.48 0 OPT1 S2 ULT3-2 PiC1A+U 0 0 0 1110.618 0 174.3 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 388.8 0 301.92 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 912.33 0 191.7 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 428.139 0 184.8 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 555.93 0 184.8 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 555.93 0 378.48 0 OPT1 _S2_ULT3-2 PlC1A+U 0 0 0 1110.618 0 184.8 0 OPT1_S2_ULT3-2 P1C1A+U 0 0 0 555.93 0 301.92 0 OPTl_S2_ULT3-2 P1C1A+U 0 0 0 912.33 0 191.7 0 OPTl_S2_ULT3-2 P1C1A+U 0 0 0 428.139 0 218.79 0 OPT1 S2 ULT3-2 PlC1A+U 0 0 0 466.317 0 184.8 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 5SS.93 0 154.29 0 OPTl_S2_ULT3-2 P1C1A+U 0 0 0 287.258 0 225.225 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 678.024 0 218.79 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 466.317 0 378.48 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 1110.618 0 301.92 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 912.33 0 378.48 0 OPT1_52 ULT3-2 PlC1A+U 0 0 0 1110.618 0 156.375 0 OPTl S2 ULT3-2 PlC1A+U 0 0 0 348.3 0 156.375 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 348.3 0 156.375 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 348.3 0 156.375 0 OPTl_S2_ULT3-2 P1C1A+U 0 0 0 348.3 0 156.375 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 348.3 0 156.375 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 348.3 0 156.375 0 OPTl_S2 ULT3-2 PSCIA+U 0 0 0 348.3 0 156.375 0 OPT1 _S2_ULT3-2 P1C1A+U 0 0 0 348.3 0 156.375 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 348.3 1.384E-15 580.56 0 OPTl S2 ULT3-4 P1C3++D 54.5039 0.013569 22.157 1632.96 8.84E-17 580.56 0 OPTl S2 ULT3-4 P1C3++D 4.3603 0.004808 7.851 1632.96 7.998E-16 808.5 0 OPTl_Sl_ULT3-3_T- 26.1619 0.011783 25.774 2187.432 5.339E-16 580.56 0 OPT1 S2 ULT3-4 P1C3++D 0 0.00472 7.708 1632.96 1.462E-16 808.5 0 OPT1_S2 ULT3-4 P1C3++D 31.9038 0.017643 38.593 2187.432 0 2637.425 0 OPTl_S2_ULT3-2_P1C1A+U 0 0 6.217E-15 4190.072 0 2637.425 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 2.762E-16 4190.072 0 413.85 0 OPT1_S2_ULT3-2_P1C1A+U 0 0 0 1220.832 0 301.92 0 OPT1_S2 ULT3-2 P1C1A+U 0 0 0 912.33 1.63E-15 413.85 0 OPT1_S1_ULT3-3_T+ 0 0.02237 27.31 1220.832 9.19E-17 580.56 0 OPT1 S2 ULT3-3 T+ 69.1248 0.018979 30.992 1632.96 3.643 808.5 0 OPTl_S2_ULT3-2_P1C1A+U 0 0 0 2187.432 10.137 808.5 0 OPT1 S2 ULT3-2 P1C1A+U 0 0 0 2187.432 13.37 971.73 0 OPTl_S2 ULT3-2 P1C1A+U 0 0 0 2554.74 5.326 971.73 0 OPTl S2 ULT3-2 P1C1A+U 0 0 0 2554.74 Page 45 of 98 TrMinor DCLimit RLLF FramingType ErrMsg WarnMsg Kip-ft Unitless Unitless Text Text Text 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages 0 0.95 1 Special Concentrically Braced Frame No Messages No Messages Page 46 of 98 TABLE: Steel Design 8 - Brace Max Axial Load - AISC 360-10 Frame DesignSect ComboComp PMaxComp ComboTens PMaxTens Text Text Text Kip Text Kip 144 W14X342 OPT1_S2_ULT5-1_A(P) -1884.077 OPT1_S2_ULT5-1_A(P) -1483.029 160 W14X109 OPT1 52 ULT3-3 T- 728.472 OPT1 S2 ULT3-3 T- 728A72 161 W14X90 OPT1 51 ULT3-3 T+ 651.615 OPT1 S1 ULT3-3 T+ 651515 162 W14X176 OPT1 S1 ULT3-3 T+ -686.641 OPT1 S1 ULT3-3 T+ -680641 163 W14X68 OPTl S1 ULT3-3 T+ 486.491 OPT1 S1 ULT3-3 T+ 486.491 164 W14X145 OPTl S1 ULT3-3 T+ -504.294 OPT1 S1 ULT3-3 T+ -501294 165 W14X74 OPTl S1 ULT3-3 T+ 338.283 OPT1 S1 ULT3-3 T+ 338083 166 W14X90 OPTl S2 ULT3-4 P1C3++D 572.31 OPT1 S2 ULT3-4 P1C3++D 572.31 167 W14X90 OPT1 S2 ULT3-4 P1C3++D -721.901 OPTl S2 ULT3-4 P1C3++D -721.901 168 W14X176 OPT1 S2 ULT3-4 P1C3++D -1224.925 OPTl S2 ULT3-4 PiC3++D -1224.925 169 W14X90 OPT1 S2 ULT3-4 P1C3++D 982.072 OPT1 S2 ULT3-4 P1C3++D 982.072 170 W14X145 OPT1 S2 ULT3-4 PiC3++D -819.768 OPT1 S2 ULT3-4 P1C3++D -819.768 171 W14X74 OPT1 S2 ULT3-4 P1C3++D 533.974 OPTl S2 ULT3-4 P1C3++D 533.974 172 W14X82 OPT1 S2 ULT3-4 PiC3++D -353.888 OPTl S2 ULT3-4 P1C3++D -353.888 173 W14X90 OPTl 51 ULT3-3 T- -308.271 OPT1 S1 ULT3-3 T- -308.271 174 W14X53 OPT1 S1 ULT3-3 T- 348.757 OPT1 Sl ULT3-3 T- 348357 175 W14X109 OPT1 S1 ULT3-3 T- -480.466 OPT1 S1 ULT3-3 T- -480A66 176 W14X82 OPTl S2 ULT3-4 P1C3--D 550.152 OPT1 S2 ULT3-4 P1C3--D 550.152 177 W14X176 OPT1 S2 ULT3-4 P1C3--D -863.241 OPTl S2 ULT3-4 PiC3--D -863.241 178 W14X145 OPT1 S2 ULT3-4 PiC3--D 1022.767 OPT1 S2 ULT3-4 P1C3--D 1022.767 179 W14X176 OPT1 S2 ULT3-4 PiC3--D 1194.55 OPT1 S2 ULT3-4 P1C3--D 1194.55 5 W14X257 OPT1_S2_ULT5-1_B(P) -484.258 OPT1_S1_ULT3-3_T- 4481507 10 W14X257 OPT1 S1 ULT3-3 T- 1319.389 OPT1 S1 ULT3-3 T- 1597.05 12 W14X342 OPT1 51 ULT3-3 T- -1485.507 OPT1 S1 ULT3-3 T- 4691126 17 W14X257 OPT1_S1_ULT3-3 T- 1702.006 OPT1 S2 ULT3-4 P1C3--D 1721.651 19 W14X342 OPT1_S1_ULT3-3_T- -1665.434 OPT1_S2_ULT5-1_A(P) -1884.077 6 W14X193 OPT1 S1 ULT3-3 T+ -19.025 OPTl S1 ULT3-3 T- 1319.389 7 W14X257 OPTl S2 ULT3-4 P1C3--D 1721.651 OPT1 S1 ULT3-3 T- -9079 Page 47 of 98 Joist 1 SAP2000 Analysis Model - Analysis Sections CL Joist U -TYPEA BU -TYPEA BU -TYPEA BU -TYPEA BU - TYPE A BU-TYPE A BU -TYPEA BU -TYPEA BU -TYPEA BU -TYPEA BU-TYPE A BU-TYPED BU -TYPED BU - TYPED BU-TYPE 0 BU - TYPE B BU >° 's,���� WT12X42 W712X42 WT12X42 WT12X42 WT12X42 WT12X51.5 W712X51.5 (D (D A 00 CL Joist OD 8 -TVB BU- B B --T P U- P TYPE B- TYPE E-YE ---V P - P - P -T PE PE VBYBYBUYYYY6BU-TVPEU-TVPEBU TPA U-TPEA UTPEA BUTPEA TYPE TYPE A EIUTYPE TYPTYVU A ) io m ,; e b � � � ,e •m a ] t3•m ,� ^ to b ' a 7 � tom ' � C� �� ? i 1451-e Al ,!11 +P�J� fit•' "�7 ^'ti +X* Case Type InitialCond ModalCase Basetase DesTypeOpt Text Text Text Text Text Text DEAD LinStatic Zero Prog Det MODAL LinModal Zero Prog Det UNIFORM SDL - Phl LinStatic Zero Prog Det UNIFORM SNOW LinStatic Zero Prog Det UNIFORM SDL - Ph2 LinStatic Zero Prog Det UNIFORM WIND UP - Phl LinStatic Zero Prog Det UNIFORM WIND DWN - Phl LinStatic Zero Prog Det UNIFORM WIND UP - Ph2 LinStatic Zero Prog Det UNIFORM WIND DWN - Ph2 LinStatic Zero Prog Det HANGINGI LinStatic Zero Prog Det HANGING2A LinStatic Zero Prog Det HANGING2B LinStatic Zero Prog Det HANGING3 LinStatic Zero Prog Det TRUSS_BRACING LinStatic Zero Prog Det CONSTRDL LinStatic Zero Prog Det CONSTRLL LinStatic Zero Prog Det TEST LinStatic Zero Prog Det DesignType DesActOpt DesignAct AutoType RunCase CaseStatus GUID Notes Text Text Text Text Yes/No Text Text Text DEAD Prog Det Non -Composite None Yes Finished OTHER Prog Det Other None Yes Finished DEAD Prog Det Non -Composite None Yes Finished SNOW Prog Det Short -Term Composite None Yes Finished DEAD Prog Det Non -Composite None Yes Finished WIND Prog Det Short -Term Composite None Yes Finished WIND Prog Det Short -Term Composite None Yes Finished WIND Prog Det Short -Term Composite None Yes Finished WIND Prog Det Short -Term Composite None Yes Finished DEAD Prog Det Non -Composite None Yes Finished DEAD Prog Det Non -Composite None Yes Finished DEAD Prog Det Non -Composite None Yes Finished DEAD Prog Det Non -Composite None Yes Finished OTHER Prog Det Other None Yes Finished SUPER DEAD Prog Det Long -Term Composite None Yes Finished ROOF LIVE Prog Det Short -Term Composite None Yes Finished OTHER Prog Det Other None Yes Finished AB bma io efimt�on_ ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign ConcDesign AlumDesign ColdDesign GUID Notes Text Text Yes/No Text Text Unitless Text Text Text Text Text Text 1 Phi - ASD 1 Linear Add No Linear Static DEAD 1 None None None None Phi - ASD 1 Linear Static UNIFORM SDL - Phi 1 Phi - ASD 3 Linear Add No Linear Static DEAD 1 None None None None Phi - ASD 3 Linear Static UNIFORM SDL - Phi 1 Phi - ASD 3 Linear Static UNIFORM SNOW 1 Phi - ASD 5 Linear Add No Linear Static DEAD 1 None None None None Phi - ASD 5 Linear Static UNIFORM WIND DWN - Phi 1 Phi - ASD 5 Linear Static UNIFORM SDL - Phi 1 Phi - ASD 6a Linear Add No Linear Static DEAD 1 None None None None Phi - ASD 6a Linear Static UNIFORM WIND DWN - Phi 0.75 Phi - ASD 6a Linear Static UNIFORM SNOW 0.75 Phi - ASD 6a Linear Static UNIFORM SDL - Phi 1 Phi - ASD 7 Linear Add No Linear Static DEAD 0.6 None None None None Phi - ASD 7 Linear Static UNIFORM WIND UP - Phi 1 Phi - ASD 7 Linear Static UNIFORM SDL - Phi 0.6 Ph2 - ASD 1 Linear Add No Linear Static DEAD 1 None None None None Ph2 - ASD 1 Linear Static UNIFORM SDL - Ph2 1 -o Ph2 - ASD 3 Linear Add No Linear Static DEAD 1 None None None None w '3 Ph2 - ASD 3 Linear Static UNIFORM SDL - Ph2 1 m (n Ph2 - ASD 3 Linear Static UNIFORM SNOW 1 0 o Ph2 - ASD 5 Linear Add No Linear Static DEAD 1 None None None None 000 Ph2 - ASD 5 Linear Static UNIFORM WIND DWN - Ph2 i Ph2 - ASD 5 Linear Static UNIFORM SDL - Ph2 1 Ph2 - ASD 6a Linear Add No Linear Static DEAD 1 None None None None Ph2 - ASD 6a Linear Static UNIFORM WIND DWN - Ph2 0.75 Ph2 - ASD 6a Linear Static UNIFORM SNOW 0.75 Ph2 - ASD 6a Linear Static UNIFORM SDL - Ph2 1 Ph2 - ASD 7 Linear Add No Linear Static DEAD 0.6 None None None None Ph2 - ASD 7 Linear Static UNIFORM WIND UP - Ph2 1 Ph2 - ASD 7 Linear Static UNIFORM SDL - Ph2 0.6 ASD - Phi Enve Envelope No Response Combo Phi - ASD 1 1 None None None None ASD - Phi Enve Response Combo Phi - ASD 3 1 ASD - Phi Enve Response Combo Phi - ASD 5 1 ASD - Phi Enve Response Combo Phi - ASD 6a 1 ASD - Phi Enve Response Combo Phi - ASD 7 1 Ph2 - ASD 3 Hang 1 Linear Add No Linear Static DEAD 1 None None None None Ph2 - ASD 3 Hang 1 Linear Static UNIFORM SDL - Ph2 1 Ph2 - ASD 3 Hang 1 Linear Static UNIFORM SNOW 1 Ph2 - ASD 3 Hang 1 Linear Static HANGINGI 1 Ph2 - ASD 3 Hang 2 Linear Add No Linear Static DEAD 1 None None None None Ph2 - ASD 3 Hang 2 Linear Static UNIFORM SDL - Ph2 1 Ph2 - ASD 3 Hang 2 Linear Static UNIFORM SNOW 1 Ph2 - ASD 3 Hang 2 Ph2 - ASD 3 Hang 3 Linear Add No Ph2 - ASD 3 Hang 3 Ph2 - ASD 3 Hang 3 Ph2 - ASD 3 Hang 3 ASD - Ph2 Enve Envelope No ASD - Ph2 Enve ASD - Ph2 Enve ASD - Ph2 Enve ASD - Ph2 Enve ASD - Ph2 Enve ASD - Ph2 Enve ASD - Ph2 Enve Phi - LRFD 1 Linear Add No Phi - LRFD 1 Phi - LRFD 3 Linear Add No Phi - LRFD 3 Phi - LRFD 3 Phi - LRFD 3 Phi - LRFD 4 Linear Add No Phi - LRFD 4 w CD Phi - LRFD 4 1' Phi - LRFD 4 Phi- LRFD 6 Linear Add No 00 Phi - LRFD 6 Phi - LRFD 6 Ph2 - LRFD 1 Linear Add No Ph2 - LRFD 1 Ph2 - LRFD 1 Ph2 - LRFD 3 Linear Add No Ph2 - LRFD 3 Ph2 - LRFD 3 Ph2 - LRFD 3 Ph2 - LRFD 3 Ph2 - LRFD 4 Linear Add No Ph2 - LRFD 4 Ph2 - LRFD 4 Ph2 - LRFD 4 Ph2 - LRFD 4 Ph2 - LRFD 6 Linear Add No Ph2 - LRFD 6 Ph2 - LRFD 6 Ph2 - LRFD 6 LRFD - Phi Envelope No LRFD - Phi Linear Static HANGING2A 1 Linear Static DEAD 1 None None None None Linear Static UNIFORM SDL - Ph2 1 Linear Static UNIFORM SNOW 1 Linear Static HANGING3 1 Response Combo Ph2 - ASD 1 1 None None None None Response Combo Ph2 - ASD 3 1 Response Combo Ph2 - ASD 5 1 Response Combo Ph2 - ASD 6a 1 Response Combo Ph2 - ASD 7 1 Response Combo Ph2 - ASD 3 Hang 1 1 Response Combo Ph2 - ASD 3 Hang 2 1 Response Combo Ph2 - ASD 3 Hang 3 1 Linear Static DEAD 1.4 None None None None Linear Static UNIFORM SDL - Phi 1.4 Linear Static DEAD 1.2 None None None None Linear Static UNIFORM SDL - Phi 1.2 Linear Static UNIFORM SNOW 1.6 Linear Static UNIFORM WIND DWN - Phi 0.833 Linear Static DEAD 1.2 None None None None Linear Static UNIFORM SDL - Phi 1.2 Linear Static UNIFORM SNOW 0.5 Linear Static UNIFORM WIND DWN - Phi 1.667 Linear Static DEAD 0.9 None None None None Linear Static UNIFORM SDL - Phi 0.9 Linear Static UNIFORM WIND UP - Phi 1.667 Linear Static DEAD 1.4 None None None None Linear Static UNIFORM SDL - Ph2 1.4 Linear Static TRUSS_BRACING 1 Linear Static DEAD 1.2 None None None None Linear Static UNIFORM SDL - Ph2 1.2 Linear Static UNIFORM SNOW 1.6 Linear Static UNIFORM WIND DWN - Ph2 0.833 Linear Static TRUSS_BRACING 1 Linear Static DEAD 1.2 None None None None Linear Static UNIFORM SDL - Ph2 1.2 Linear Static UNIFORM SNOW 0.5 Linear Static UNIFORM WIND DWN - Ph2 1.667 Linear Static TRUSS_BRACING 1 Linear Static DEAD 0.9 None None None None Linear Static UNIFORM SDL - Phi 0.9 Linear Static UNIFORM WIND UP - Ph2 1.667 Linear Static TRUSS BRACING 1 Response Combo Phi - LRFD 1 1 Strength None None None Response Combo Phi - LRFD 3 1 LRFD - Phi Response Combo Phi - LRFD 4 1 LRFD - Phi Response Combo Phi - LRFD 6 1 Ph2 - LRFD 3 Hang 1 Linear Add No Linear Static DEAD 1.2 None Ph2 - LRFD 3 Hang 1 Linear Static UNIFORM SDL - Ph2 1.2 Ph2 - LRFD 3 Hang 1 Linear Static UNIFORM SNOW 1.6 Ph2 - LRFD 3 Hang 1 Linear Static UNIFORM WIND OWN - Ph2 0.833 Ph2 - LRFD 3 Hang 1 Linear Static TRUSS —BRACING 0 Ph2 - LRFD 3 Hang 1 Linear Static HANGINGI 1.2 Ph2 - LRFD 3 Hang 2A Linear Add No Linear Static DEAD 1.2 None Ph2 - LRFD 3 Hang 2A Linear Static UNIFORM SDL - Ph2 1.2 Ph2 - LRFD 3 Hang 2A Linear Static UNIFORM SNOW 1.6 Ph2 - LRFD 3 Hang 2A Linear Static UNIFORM WIND DWN - Ph2 0.833 Ph2 - LRFD 3 Hang 2A Linear Static TRUSS —BRACING 0 Ph2 - LRFD 3 Hang 2A Linear Static HANGING2A 1.2 Ph2 - LRFD 3 Hang 2B Linear Add No Linear Static DEAD 1.2 None Ph2 - LRFD 3 Hang 2B Linear Static UNIFORM SDL - Ph2 1.2 Ph2 - LRFD 3 Hang 2B Linear Static UNIFORM SNOW 1.6 Ph2 - LRFD 3 Hang 213 Linear Static UNIFORM WIND DWN - Ph2 0.833 Ph2 - LRFD 3 Hang 2B Linear Static TRUSS —BRACING 0 Ph2 - LRFD 3 Hang 2B Linear Static HANGING26 1.2 Ph2 - LRFD 3 Hang 3 Linear Add No Linear Static DEAD 1.2 None Ph2 - LRFD 3 Hang 3 Linear Static UNIFORM SDL - Ph2 1.2 Ph2 - LRFD 3 Hang 3 Linear Static UNIFORM SNOW 1.6 Ph2 - LRFD 3 Hang 3 Linear Static UNIFORM WIND DWN - Ph2 0.833 Ph2 - LRFD 3 Hang 3 Linear Static TRUSS _BRACING 0 Ph2 - LRFD 3 Hang 3 Linear Static HANGING3 1.2 LRFD - Ph2 Envelope No Response Combo Ph2 - LRFD 1 1 Strength LRFD - Ph2 Response Combo Ph2 - LRFD 3 1 LRFD - Ph2 Response Combo Ph2 - LRFD 4 1 LRFD - Ph2 Response Combo Ph2 - LRFD 6 1 LRFD - Ph2 Response Combo Ph2 - LRFD 3 Hang 1 1 LRFD - Ph2 Response Combo Ph2 - LRFD 3 Hang 2A 1 LRFD - Ph2 Response Combo Ph2 - LRFD 3 Hang 2B 1 LRFD - Ph2 Response Combo Ph2 - LRFD 3 Hang 3 1 Constr - LRFD Linear Add No Linear Static DEAD 1.2 None Constr - LRFD Linear Static CONSTRDL 1.2 Constr - LRFD Linear Static CONSTRLL 1.6 1 K/FT Linear Add No Linear Static TEST 1 None None None None None None None None None None None None None None None None None None None None None None ABLE: Steel Design 1- Summary Data - AISC 360-10 Frame DesignSect DesignType Status Ratio RatioType Combo Location ErrMsg WarnMsg Text Text Text Text Unitless Text Text in Text Text 1681 2L4X4X5/8 Brace No Messages 0.812934 PMM LRFD - Ph2 107.554 No Messages No Messages 1682 2L4X4X5/8 Brace No Messages 0.631904 PMM LRFD - Phi 107.SS4 No Messages No Messages 1683 2L2-1/2X2-1/2X3/16 Column No Messages 0.556268 PMM LRFD - Phi 0 No Messages No Messages 1686 2L2-1/2X2-1/2X3/16 Column No Messages 0.046327 PMM LRFD - Ph2 130.5 No Messages No Messages 1687 2L2-1/2X2-1/2X3/16 Column No Messages 0.02804 PMM LRFD - Ph2 130.5 No Messages No Messages 1689 2L2-1/2X2-1/2X3/16 Column No Messages 0.334029 PMM LRFD - Phi 0 No Messages No Messages 1691 2L2-1/2X2-1/2X3/16 Column No Messages 0.026978 PMM LRFD - Ph2 130.5 No Messages No Messages 1694 2L2-1/2X2-1/2X3/16 Column No Messages 0.556268 PMM LRFD - Phi 0 No Messages No Messages 1695 2L2-1/2X2-1/2X3/16 Column No Messages 0.275668 PMM LRFD - Phi 0 No Messages No Messages 1696 2L2-1/2X2-1/2X3/16 Column No Messages 0.275668 PMM LRFD - Phi 0 No Messages No Messages 1697 2L2-1/2X2-1/2X3/16 Column No Messages 0.046283 PMM LRFD - Ph2 130.5 No Messages No Messages 1698 BU - TYPE A Beam No Messages 0.328728 PMM LRFD - Phi 85.5 No Messages No Messages 1699 BU -TYPE A Beam No Messages 0.328728 PMM LRFD - Phi 0 No Messages No Messages 1700 BU - TYPE A Beam No Messages 0.319852 PMM LRFD - Phi 85.5 No Messages No Messages 1701 BU - TYPE A Beam No Messages 0.509266 PMM LRFD - Phi 0 No Messages No Messages 1702 BU - TYPE A Beam No Messages 0.479904 PMM LRFD - Phi 0 No Messages No Messages 1703 BU - TYPE A Beam No Messages 0.652719 PMM LRFD - Phi 85.5 No Messages No Messages 1704 BU - TYPE A Beam No Messages 0.652719 PMM LRFD - Phi 0 No Messages No Messages 1705 BU - TYPE A Beam No Messages 0.8333 PMM LRFD - Phi 85.5 No Messages No Messages 1706 BU - TYPE A Beam No Messages 0.8333 PMM LRFD - Phi 0 No Messages No Messages 1707 BU - TYPE A Beam No Messages 0.927609 PMM LRFD - Phi 85.5 No Messages No Messages 1708 BU -TYPE A Beam No Messages 0.927609 PMM LRFD - Phi 0 No Messages No Messages 1709 BU - TYPE B Beam No Messages 0.784063 PMM LRFD - Phi 64.125 No Messages No Messages 1710 BU - TYPE B Beam No Messages 0.78826 PMM LRFD - Phi 21.375 No Messages No Messages 1711 BU - TYPE B Beam No Messages 0.806685 PMM LRFD - Phi 64.125 No Messages No Messages 1712 BU - TYPE B Beam No Messages 0.814997 PMM LRFD - Phi 42.75 No Messages No Messages 1713 BU - TYPE B Beam No Messages 0.823717 PMM LRFD - Phi 42.75 No Messages No Messages 1714 BU - TYPE B Beam No Messages 0.823717 PMM LRFD - Phi 42.75 No Messages No Messages 1715 BU - TYPE B Beam No Messages 0.814997 PMM LRFD - Phi 42.7S No Messages No Messages 1716 BU - TYPE B Beam No Messages 0.806685 PMM LRFD - Phi 21.375 No Messages No Messages 1717 BU - TYPE B Beam No Messages 0.78826 PMM LRFD - Phi 64.125 No Messages No Messages 1718 BU -TYPE B Beam No Messages 0.784063 PMM LRFD - Phi 21.375 No Messages No Messages 1719 BU -TYPE A Beam No Messages 0.927609 PMM LRFD - Phi 85.5 No Messages No Messages 1720 BU - TYPE A Beam No Messages 0.927609 PMM LRFD - Phi 0 No Messages No Messages 1721 BU - TYPE A Beam No Messages 0.8333 PMM LRFD - Phi 85.5 No Messages No Messages 1722 BU - TYPE A Beam No Messages 0.8333 PMM LRFD - Phi 0 No Messages No Messages 1723 BU - TYPE A Beam No Messages 0.652719 PMM LRFD - Phi 85.5 No Messages No Messages 1724 BU - TYPE A Beam No Messages 0.652719 PMM LRFD - Phi 0 No Messages No Messages 1725 BU - TYPE A Beam No Messages 0.479904 PMM LRFD - Phi 85.5 No Messages No Messages 1726 BU - TYPE A Beam No Messages 0.509266 PMM LRFD - Phi 85.5 No Messages No Messages 1727 BU - TYPE A Beam No Messages 0.319852 PMM LRFD - Phi 0 No Messages No Messages 1728 BU - TYPE A Beam No Messages 0.328728 PMM LRFD - Phi 8S.5 No Messages No Messages 1729 BU -TYPE A Beam No Messages 0.328728 PMM LRFD - Phi 0 No Messages No Messages 1730 2L4X4X5/8 Brace No Messages 0.855236 PMM LRFD - Phi 78.007 No Messages No Messages 1731 2L4X4X1/4 Brace No Messages 0.740756 PMM LRFD - Phi 78.007 No Messages No Messages 1732 2L4X4X3/2 Brace No Messages 0.896388 PMM LRFD - Phi 78.007 No Messages No Messages 1733 2L3X3X1/4 Brace No Messages 0.836671 PMM LRFD - Phi 78.007 No Messages No Messages 1734 2L4X4X3/8 Brace No Messages 0.953358 PMM LRFD - Phi 78.007 No Messages No Messages 1735 2L3X3X3/16 Brace No Messages 0.864559 PMM LRFD - Phi 78.007 No Messages No Messages 1736 2L4X4X3/8 Brace No Messages 0.787114 PMM LRFD - Phi 78.007 No Messages No Messages 1737 2L2-1/2X2-1/2X3/16 Brace No Messages 0.797389 PMM LRFD - Phi 78.007 No Messages No Messages 1738 2L4X4Xi/4 Brace No Messages 0.84603 PMM LRFD - Phi 78.007 No Messages No Messages 1739 2L2-1/2X2-1/2X3/16 Brace No Messages 0.578574 PMM LRFD - Phi 78.007 No Messages No Messages 1740 2L3-1/2X3-1/2X1/4 Brace No Messages 0.779979 PMM LRFD - Phi 78.007 No Messages No Messages 1741 2L2-1/2X2-1/2X3/16 Brace No Messages 0.427635 PMM LRFD - Ph2 78.007 No Messages No Messages 1742 2L3X3X3/16 Brace No Messages 0.721126 PMM LRFD - Ph2 78.007 No Messages No Messages 1743 2L2-1/2X2-1/2X3/16 Brace No Messages 0.367636 PMM LRFD - Ph2 78.007 No Messages No Messages 1744 2L2-1/2X2-1/2X3/16 Brace No Messages 0.149306 PMM LRFD - Ph2 78.007 No Messages No Messages Page 53 of 98 1745 2L3X3X3/16 Brace No Messages 0.81417 PMM LRFD - Ph2 78.007 No Messages No Messages 1746 2L2-1/2X2-1/2X3/16 Brace No Messages 0.36643 PMM LRFD - Ph2 78.007 No Messages No Messages 1747 2L3-1/2X3-1/2X1/4 Brace No Messages 0.799406 PMM LRFD - Ph2 78.007 No Messages No Messages 1748 2L2-1/2X2-1/2X3/16 Brace No Messages 0.578574 PMM LRFD - Phi 78.007 No Messages No Messages 1749 2L4X4X1/4 Brace No Messages 0.84603 PMM LRFD - Phi 78.007 No Messages No Messages 1750 2L2-1/2X2-1/2X3/16 Brace No Messages 0.797389 PMM LRFD - Phi 78.007 No Messages No Messages 1751 2L4X4X3/8 Brace No Messages 0.787114 PMM LRFD - Phi 78.007 No Messages No Messages 1752 2L3X3X3/16 Brace No Messages 0.864559 PMM LRFD - Phi 78.007 No Messages No Messages 1753 2L4X4X3/8 Brace No Messages 0.953358 PMM LRFD - Phi 78.007 No Messages No Messages 1754 2L3X3X1/4 Brace No Messages 0.836671 PMM LRFD - Phi 78.007 No Messages No Messages 1755 2L4X4X1/2 Brace No Messages 0.896388 PMM LRFD - Phi 78.007 No Messages No Messages 1756 2L4X4X1/4 Brace No Messages 0.740756 PMM LRFD - Ph 78.007 No Messages No Messages 1757 2L4X4X5/8 Brace No Messages 0.855236 PMM LRFD - Phi 78.007 No Messages No Messages 1758 WT12X42 Beam No Messages 0.50513 PMM LRFD - Ph2 85.5 No Messages No Messages 1759 WT12X42 Beam No Messages 0.50945 PMM LRFD - Ph2 42.75 No Messages No Messages 1760 WT12X42 Beam No Messages 0.554754 PMM LRFD - Phi 85.5 No Messages No Messages 1761 WT12X42 Beam No Messages 0.555474 PMM LRFD - Phi 21.375 No Messages No Messages 1762 WT12X42 Beam No Messages 0.723911 PMM LRFD - Phi 85.5 No Messages No Messages 1763 WT12X42 Beam No Messages 0.726691 PMM LRFD - Phi 42.75 No Messages No Messages 1764 WT12X42 Beam No Messages 0.858872 PMM LRFD - Phi 85.5 No Messages No Messages 1765 WT12X42 Beam No Messages 0.858872 PMM LRFD - Phi 0 No Messages No Messages 1766 WT12X42 Beam No Messages 0.966073 PMM LRFD - Phi 85.5 No Messages No Messages 1767 WT12X51.5 Beam No Messages 0.796643 PMM LRFD - Phi 21.375 No Messages No Messages 1768 WT12X51.5 Beam No Messages 0.854915 PMM LRFD - Phi 85.5 No Messages No Messages 1769 WT12X51.5 Beam No Messages 0.854915 PMM LRFD - Phi 0 No Messages No Messages 1770 WT12X51.5 Beam No Messages 0.883049 PMM LRFD - Phi 85.5 No Messages No Messages 1771 WT12X51.5 Beam No Messages 0.883455 PMM LRFD - Phi 21.375 No Messages No Messages 1772 WT12X51.5 Beam No Messages 0.883455 PMM LRFD - Phi 64.125 No Messages No Messages 1773 WT12X51.5 Beam No Messages 0.883049 PMM LRFD - Phi 0 No Messages No Messages 1774 WT12X51.5 Beam No Messages 0.854915 PMM LRFD - Phi 85.5 No Messages No Messages 1775 WT12X51.5 Beam No Messages 0.854915 PMM LRFD - Phi 0 No Messages No Messages 1776 WT12X51.5 Beam No Messages 0.796643 PMM LRFD - Phi 64.125 No Messages No Messages 1777 WT12X42 Beam No Messages 0.966073 PMM LRFD - Phi 0 No Messages No Messages 1778 WT12X42 Beam No Messages 0.858872 PMM LRFD - Phi 85.5 No Messages No Messages 1779 WT12X42 Beam No Messages 0.858872 PMM LRFD - Phi 0 No Messages No Messages 1780 WT12X42 Beam No Messages 0.726691 PMM LRFD - Phi 42.75 No Messages No Messages 1781 WT12X42 Beam No Messages 0.723911 PMM LRFD - Phi 0 No Messages No Messages 1782 WT12X42 Beam No Messages 0.555474 PMM LRFD - Phi 64.125 No Messages No Messages 1783 WT12X42 Beam No Messages 0.554754 PMM LRFD - Phi 0 No Messages No Messages 1784 WT12X42 Beam No Messages 0.359087 PMM LRFD - Phi 42.75 No Messages No Messages 1785 WT12X42 Beam No Messages 0.355769 PMM LRFD - Phi 0 No Messages No Messages 1 2L2-1/2X2-1/2X3/16 Column No Messages 0.143458 PMM LRFD - Phi 0 No Messages No Messages 2 2L2-1/2X2-1/2X3/16 Column No Messages 0.146003 PMM LRFD - Ph2 0 No Messages No Messages Page 54 of 98 t esig e. ai.. - Frame DesignSect DesignType Status Combo Location Pr MrMajor MrMinor VrMajor VrMinor Text Text Text Text Text in Kip Kip -in Kip -in Kip Kip 1681 2L4X4X5/8 Brace No Messages LRFD - Ph2 107.554 -44.988 -17.671 -1.382E-15 -4.996E-17 0 1682 2L4X4X5/8 Brace No Messages LRFD - Phi 107.554 154.454 -17.671 -1.38E-15 -4.996E-17 0 1683 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 -7.896 0 0 0 0 1686 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Ph2 130.5 2.702 0 0 0 0 1687 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Ph2 130.5 1.635 0 0 0 0 1689 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 -4.741 0 0 0 0 1691 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Ph2 130.5 1.573 0 0 0 0 1694 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 -7.896 0 0 0 0 1695 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 -3.913 0 0 0 0 1696 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 -3.913 0 0 0 0 1697 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Ph2 130.5 2.699 0 0 0 0 1698 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -122.783 213.173 8.985E-18 0.293 0 1699 BU - TYPE A Beam No Messages LRFD - Phl 0 -122.783 213.173 8.985E-18 0.293 0 1700 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -122.783 -122.097 7.787E-18 3.628 0 1701 BU -TYPE A Beam No Messages LRFD - Phl 0 -227.294 -122.097 7.787E-18 1.195 0 1702 BU -TYPE A Beam No Messages LRFD - Phl 0 -227.294 136.415 7.188E-18 -0.006992 0 1703 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -316.737 157.911 5.99E-18 0.038 0 1704 BU - TYPE A Beam No Messages LRFD - Phl 0 -316.737 157.911 5.99E-18 0.038 0 1705 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -389.246 256.602 4.792E-18 -0.031 0 1706 BU - TYPE A Beam No Messages LRFD - Phl 0 -389.246 256.602 4.792E-18 1.257 0 1707 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -446.543 237.463 3.594E-18 -0.12 0 1708 BU - TYPE A Beam No Messages LRFD - Phl 0 -446.543 237.463 3.594E-18 0.277 0 1709 BU -TYPE B Beam No Messages LRFD - Phl 64.125 -487.917 162.166 2.546E-18 -0.033 0 1710 BU -TYPE B Beam No Messages LRFD - Phl 21.375 -487.917 169.615 2.246E-18 0.257 0 1711 BU -TYPE B Beam No Messages LRFD - Phl 64.125 -512.816 139.581 1.348E-18 0.211 0 1712 BU - TYPE B Beam No Messages LRFD - Phl 42.75 -512.816 154.331 8.985E-19 0.605 0 1713 BU -TYPE B Beam No Messages LRFD - Phl 42.75 -520.97 149.265 2.995E-19 0.073 0 1714 BU - TYPE B Beam No Messages LRFD - Phl 42.75 -520.97 149.265 -6.916E-20 0.487 0 1715 BU - TYPE B Beam No Messages LRFD - Phl 42.75 -512.816 154.331 -2.075E-19 0.088 0 1716 BU - TYPE B Beam No Messages LRFD - Phl 21.375 -512.816 139.581 -3.112E-19 0.13 0 1717 BU -TYPE B Beam No Messages LRFD - Phl 64.125 -487.917 169.615 -5.187E-19 -0.075 0 1718 BU - TYPE B Beam No Messages LRFD - Phl 21.375 -487.917 162.166 -5.879E-19 0.606 0 1719 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -446.543 237.463 -8.3E-19 -0.132 0 1720 BU - TYPE A Beam No Messages LRFD - Phl 0 -446.543 237.463 -8.3E-19 1.033 0 1721 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -389.246 256.602 -1.107E-18 -0.086 0 1722 BU - TYPE A Beam No Messages LRFD - Phl 0 -389.246 256.602 -1.107E-18 1.14 0 1723 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -316.737 157.911 -1.383E-18 0.014 0 1724 BU - TYPE A Beam No Messages LRFD - Phl 0 -316.737 157.911 -1.383E-18 0.014 0 1725 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -227.294 136.415 -1.66E-18 0.237 0 1726 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -227.294 -122.097 -1.798E-18 5.81 0 1727 BU - TYPE A Beam No Messages LRFD - Phl 0 -122.783 -122.097 -1.798E-18 0.696 0 1728 BU - TYPE A Beam No Messages LRFD - Phl 85.5 -122.783 213.173 -2.075E-18 0.106 0 1729 BU - TYPE A Beam No Messages LRFD - Phl 0 -122.783 213.173 -2.075E-18 0.106 0 1730 2L4X4X5/8 Brace No Messages LRFD - Phl 78.007 -101.211 6.408 0 -2.498E-17 0 1731 2L4X4X3/4 Brace No Messages LRFD - Phl 78.007 89.492 2.683 0 -6.245E-18 0 1732 2L4X4X1/2 Brace No Messages LRFD - Phl 78.007 -88.307 5.213 0 -1.249E-17 0 1733 2L3X3X1/4 Brace No Messages LRFD - Phl 78.007 74.902 2.002 0 -6.245E-18 0 1734 2L4X4X3/8 Brace No Messages LRFD - Phl 78.007 -73.622 3.976 0 1.943E-17 0 1735 2L3X3X3/16 Brace No Messages LRFD - Phl 78.007 58.688 1.515 0 -1.874E-17 0 1736 2L4X4X3/8 Brace No Messages LRFD - Phl 78.007 -60.432 3.976 0 1.943E-17 0 1737 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 78.007 44.119 1.251 0 4.857E-18 0 1738 2L4X4X3/4 Brace No Messages LRFD - Phl 78.007 -44.139 2.683 0 -6.245E-18 0 1739 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 78.007 31.358 1.251 0 4.857E-18 0 1740 2L3-1/2X3-1/2X1/4 Brace No Messages LRFD - Phl 78.007 -27.88 2.363 0 -6.245E-18 0 1741 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Ph2 78.007 -3.841 1.251 0 4.857E-18 0 1742 2L3X3X3/16 Brace No Messages LRFD - Ph2 78.007 -12.123 1.515 0 -1.874E-17 0 1743 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Ph2 78.007 -3.245 1.251 0 4.857E-18 0 1744 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Ph2 78.007 6.323 1.251 0 4.857E-18 0 1745 2L3X3X3/16 Brace No Messages LRFD - Ph2 78.007 -13.764 1.515 0 -1.874E-17 0 1746 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Ph2 78.007 18.985 1.251 0 4.857E-18 0 Page 55 of 98 1747 2L3-1/2X3-1/2X1/4 Brace No Messages LRFD - Ph2 78.007 -28.601 2.363 0 -6.245E-18 0 1748 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 78.007 31.358 1.251 0 4.857E-18 0 1749 2L4X4X1/4 Brace No Messages LRFD - Phl 78.007 -44.139 2.683 0 -6.245E-18 0 1750 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 78.007 44.119 1.251 0 4.857E-18 0 1751 2L4X4X3/8 Brace No Messages LRFD - Phl 78.007 -60.432 3.976 0 1.943E-17 0 1752 2L3X3X3/16 Brace No Messages LRFD - Phl 78.007 58.688 1.515 0 -1.874E-17 0 1753 2L4X4X3/8 Brace No Messages LRFD - Phl 78.007 -73.622 3.976 0 1.943E-17 0 1754 2L3X3X1/4 Brace No Messages LRFD - Phl 78.007 74.902 2.002 0 -6.245E-18 0 1755 2L4X4X1/2 Brace No Messages LRFD - Phl 78.007 -88.307 5.213 0 -1.249E-17 0 1756 2L4X4X1/4 Brace No Messages LRFD - Phl 78.007 89.492 2.683 0 -6.245E-18 0 1757 2L4X4X5/8 Brace No Messages LRFD - Phl 78.007 -101.211 6.408 0 -2.498E-17 0 1758 WT12X42 Beam No Messages LRFD - Ph2 85.5 -62.415 -31.36 -6.819E-18 0.177 -1.724E-17 1759 WT12X42 Beam No Messages LRFD - Ph2 42.75 -62.415 -34.895 1.102E-15 -0.012 -3.464E-17 1760 WT12X42 Beam No Messages LRFD - Phl 85.5 275.689 -49.654 2.348E-16 0.075 1.067E-18 1761 WT12X42 Beam No Messages LRFD - Phl 21.375 275.689 -50.244 3.049E-16 -0.02 -8.21E-18 1762 WT12X42 Beam No Messages LRFD - Phl 85.5 357.084 -68.707 3.688E-16 0.148 -2.635E-18 1763 WT12X42 Beam No Messages LRFD - Phl 42.75 357.084 -70.982 8.533E-16 -0.041 -2.095E-17 1764 W712X42 Beam No Messages LRFD - Phl 85.5 422.365 -83.411 6.207E-16 0.024 -3.108E-19 1765 WT12X42 Beam No Messages LRFD - Phl 0 422.365 -83.411 6.207E-16 0.024 -3.108E-19 1766 WT12X42 Beam No Messages LRFD - Phl 85.5 470.732 -100.199 7.648E-16 0.172 -1.375E-18 1767 WT12X51.5 Beam No Messages LRFD - Phl 21.375 470.732 -102.65 9.074E-16 0.057 -1.197E-17 1768 WT12X51.5 Beam No Messages LRFD - Phl 85.5 503.196 -113.022 8.621E-16 0.001883 -2.732E-18 1769 WT12X51.5 Beam No Messages LRFD - Phl 0 503.196 -113.022 8.621E-16 0.001883 -2.732E-18 1770 WT12X51.5 Beam No Messages LRFD - Phl 85.5 519.131 -117.649 9.317E-16 0.076 -1.051E-18 1771 W712X51.5 Beam No Messages LRFD - Phl 21.375 519.131 -118.05 1.067E-15 -0.039 -1.303E-17 1772 WT12X51.5 Beam No Messages LRFD - Phl 64.125 519.131 -118.05 1.067E-15 0.106 4.764E-18 1773 WT12X51.5 Beam No Messages LRFD - Phl 0 519.131 -117.649 9.305E-16 0.008639 -9.359E-18 1774 WT12X51.5 Beam No Messages LRFD - Phl 85.5 503.196 -113.022 8.586E-16 0.022 -2.239E-19 1775 WT12X51.5 Beam No Messages LRFD - Phl 0 503.196 -113.022 8.586E-16 0.022 -2.239E-19 1776 WT12X51.5 Beam No Messages LRFD - Phl 64.125 470.732 -102.65 9.02E-16 0.098 -6.976E-18 1777 WT12X42 Beam No Messages LRFD - Phl 0 470.732 -100.199 7.591E-16 0.011 -2.11E-17 1778 WT12X42 Beam No Messages LRFD - Phl 85.5 422.365 -83.411 6.126E-16 0.002593 -2.945E-18 1779 WT12X42 Beam No Messages LRFD - Phi 0 422.365 -83.411 6.126E-16 0.002593 -2.945E-18 1780 WT12X42 Beam No Messages LRFD - Phl 42.75 357.084 -70.982 8.435E-16 0.171 5.083E-18 1781 WT12X42 Beam No Messages LRFD - Phl 0 357.084 -68.707 3.585E-16 0.022 -1.811E-17 1782 WT12X42 Beam No Messages LRFD - Phl 64.125 275.689 -50.244 2.925E-16 0.067 2.422E-18 1783 W712X42 Beam No Messages LRFD - Phl 0 275.689 -49.654 2.221E-16 -0.008659 -9.176E-18 1784 WT12X42 Beam No Messages LRFD - Phl 42.75 178.25 -32.435 2.321E-16 0.228 3.822E-18 1785 WT12X42 Beam No Messages LRFD - Phl 0 178.25 -29.72 -5.916E-16 0.086 -1.937E-17 1 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 -2.036 0 0 0 0 2 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Ph2 0 -2.072 0 0 0 0 Page 56 of 98 Tr Equation TotalRatio PRatio MMajRatio MMinRatio VMajRatio VMinRatio TorRatio DCLimit PrDsgn Kip -in Text Unitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless Kip 0 (1-12-1) 0.812934 0.698069 0.114865 0 0.99 -44.988 0 (H2-1) 0.631904 0.517039 0.114865 0 0.99 154.454 0 (1-12-1) 0.556268 0.556268 0 0 0.99 -7.896 0 (H2-1) 0.046327 0.046327 0 0 0.99 2.702 0 (1-12-1) 0.02804 0.02804 0 0 0.99 1.635 0 (H2-1) 0.334029 0.334029 0 0 0.99 -4.741 0 (H2-1) 0.026978 0.026978 0 0 0.99 1.573 0 (1-12-1) 0.556268 0.556268 0 0 0.99 -7.896 0 (1-12-1) 0.275668 0.275668 0 0 0.99 -3.913 0 (H2-1) 0.275668 0.275668 0 0 0.99 -3.913 0 (H2-1) 0.046283 0.046283 0 0 0.99 2.699 -7.314E-18 (H2-1,Top-Right) 0.328728-0.222532 -0.106195 0 0.99 -122.783 -7.314E-18 (H2-1,Top-Right) 0.328728-0.222532 -0.106195 0 0.99 -122.783 -7.314E-18 (H2-1,Bottom) 0.319852-0.222532 -0.09732 0 0.99 -122.783 -7.314E-18 (H2-1,Bottom) 0.509266-0.411947 -0.09732 0 0.99 -227.294 -7.314E-18 (H2-1,Top-Right) 0.479904-0.411947 -0.067957 0 0.99 -227.294 -7.314E-18 (H2-1,Top-Right) 0.652719-0.574053 -0.078666 0 0.99 -316.737 -7.314E-18 (H2-1,Top-Right) 0.652719-0.574053 -0.078666 0 0.99 -316.737 -7.314E-18 (H2-1,Top-Right) 0.8333-0.70547 -0.12783 0 0.99 -389.246 -7.314E-18 (H2-1,Top-Right) 0.8333-0.70547 -0.12783 0 0.99 -389.246 -7.314E-18 (H2-1,Top-Right) 0.927609-0.809314 -0.118296 0 0.99 -446.543 -7.314E-18 (H2-1,Top-Right) 0.927609-0.809314 -0.118296 0 0.99 -446.543 -7.314E-18 (H2-1,Top-Right) 0.784063-0.692683 -0.09138 0 0.99 -487.917 -7.314E-18 (H2-1,Top-Right) 0.78826-0.692683 -0.095577 0 0.99 -487.917 -7.314E-18 (H2-1,Top-Right) 0.806685-0.728032 -0.078653 0 0.99 -512.816 -7.314E-18 (H2-1,Top-Right) 0.814997-0.728032 -0.086965 0 0.99 -512.816 -7.314E-18 (H2-1,Top-Right) 0.823717-0.739607 -0.08411 0 0.99 -520.97 -7.314E-18 (H2-1,Top-Right) 0.823717-0.739607 -0.08411 0 0.99 -520.97 -7.314E-18 (H2-1,Top-Right) 0.814997-0.728032 -0.086965 0 0.99 -512.816 -7.314E-18 (H2-1,Top-Right) 0.806685-0.728032 -0.078653 0 0.99 -512.816 -7.314E-18 (H2-1,Top-Right) 0.78826-0.692683 -0.095577 0 0.99 -487.917 -7.314E-18 (H2-1,Top-Right) 0.784063-0.692683 -0.09138 0 0.99 -487.917 -7.314E-18 (H2-1,Top-Right) 0.927609-0.809314 -0.118296 0 0.99 -446.543 -7.314E-18 (H2-1,Top-Right) 0.927609-0.809314 -0.118296 0 0.99 -446.543 -7.314E-18 (H2-1,Top-Right) 0.8333-0.70547 -0.12783 0 0.99 -389.246 -7.314E-18 (H2-1,Top-Right) 0.8333-0.70547 -0.12783 0 0.99 -389.246 -7.314E-18 (H2-1,Top-Right) 0.652719-0.574053 -0.078666 0 0.99 -316.737 -7.314E-18 (H2-1,Top-Right) 0.652719-0.574053 -0.078666 0 0.99 -316.737 -7.314E-18 (H2-1,Top-Right) 0.479904-0.411947 -0.067957 0 0.99 -227.294 -7.314E-18 (H2-1,Bottom) 0.509266-0.411947 -0.09732 0 0.99 -227.294 -7.314E-18 (H2-1,Bottom) 0.319852-0.222532 -0.09732 0 0.99 -122.783 -7.314E-18 (H2-1,Top-Right) 0.328728-0.222532 -0.106195 0 0.99 -122.783 -7.314E-18 (H2-1,Top-Right) 0.328728-0.222532 -0.106195 0 0.99 -122.783 0 (H2-1) 0.855236 0.829202 0.026034 0 0.99 -101.211 0 (H2-1) 0.740756 0.71557 0.025186 0 0.99 89.492 0 (1-12-1) 0.896388 0.870609 0.025779 0 0.99 -88.307 0 (H2-1) 0.836671 0.802704 0.033967 0 0.99 74.902 0 (1-12-1) 0.953358 0.927883 0.025475 0 0.99 -73.622 0 (H2-1) 0.864559 0.830901 0.033659 0 0.99 58.688 0 (1-12-1) 0.787114 0.761639 0.025475 0 0.99 -60.432 0 (1-12-1) 0.797389 0.756497 0.040891 0 0.99 44.119 0 (H2-1) 0.84603 0.820844 0.025186 0 0.99 -44.139 0 (112-1) 0.578574 0.537683 0.040891 0 0.99 31.358 0 (H2-1) 0.779979 0.750964 0.029015 0 0.99 -27.88 0 (H2-1) 0.427635 0.386743 0.040891 0 0.99 -3.841 0 (1-12-1) 0.721126 0.687468 0.033659 0 0.99 -12.123 0 (H2-1) 0.367636 0.326744 0.040891 0 0.99 -3.245 0 (1-12-1) 0.149306 0.108414 0.040891 0 0.99 6.323 0 (H2-1) 0.81417 0.780511 0.033659 0 0.99 -13.764 0 (H2-1) 0.36643 0.325538 0.040891 0 0.99 18.985 Page 57 of 98 0 (H2-1) 0.799406 0.770391 0.029015 0 0.99 -28.601 0 (H2-1) 0.578574 0.537683 0.040891 0 0.99 31.358 0 (H2-1) 0.84603 0.820844 0.025186 0 0.99 -44.139 0 (H2-1) 0.797389 0.756497 0.040891 0 0.99 44.119 0 (H2-1) 0.787114 0.761639 0.025475 0 0.99 -60.432 0 (H2-1) 0.864559 0.830901 0.033659 0 0.99 58.688 0 (H2-1) 0.953358 0.927883 0.025475 0 0.99 -73.622 0 (H2-1) 0.836671 0.802704 0.033967 0 0.99 74.902 0 (H2-1) 0.896388 0.870609 0.025779 0 0.99 -88.307 0 (H2-1) 0.740756 0.71557 0.025186 0 0.99 89.492 0 (H2-1) 0.855236 0.829202 0.026034 0 0.99 -101.211 1.307E-18 (H2-1,Bottom) 0.50513 -0.466801 -0.038329 0 0.99 -62.415 1.307E-18 (H2-1,Bottom) 0.50945 -0.466801 -0.042649 0 0.99 -62.415 6.4E-18 (H2-1,Top-Right) 0.554754 0.494065 0.060688 0 0.99 275.689 6.4E-18 (H2-1,Top-Right) 0.555474 0.494065 0.061409 0 0.99 275.689 6.4E-18 (H2-1,Top-Right) 0.723911 0.639935 0.083976 0 0.99 357.084 6.4E-18 (H2-1,Top-Right) 0.726691 0.639935 0.086756 0 0.99 357.084 6.4E-18 (H2-1,Top-Right) 0.858872 0.756926 0.101946 0 0.99 422.365 6.4E-18 (H2-1,Top-Right) 0.858872 0.756926 0.101946 0 0.99 422.365 6.4E-18 (H2-1,Top-Right) 0.966073 0.843607 0.122466 0 0.99 470.732 6.4E-18 (H2-1,Top-Right) 0.796643 0.692763 0.10388 0 0.99 470.732 6.4E-18 (H2-1,Top-Right) 0.854915 0.740539 0.114377 0 0.99 503.196 6.4E-18 (H2-1,Top-Right) 0.854915 0.740539 0.114377 0 0.99 503.196 6.4E-18 (H2-1,Top-Right) 0.883049 0.76399 0.119059 0 0.99 519.131 6.4E-18 (H2-1,Top-Right) 0.883455 0.76399 0.119465 0 0.99 519.131 6.4E-18 (H2-1,Top-Right) 0.883455 0.76399 0.119465 0 0.99 519.131 6.4E-18 (H2-1,Top-Right) 0.883049 0.76399 0.119059 0 0.99 519.131 6.4E-18 (H2-1,Top-Right) 0.854915 0.740539 0.114377 0 0.99 503.196 6.4E-18 (H2-1,Top-Right) 0.854915 0.740539 0.114377 0 0.99 503.196 6.4E-18 (H2-1,Top-Right) 0.796643 0.692763 0.10388 0 0.99 470.732 6.4E-18 (H2-1,Top-Right) 0.966073 0.843607 0.122466 0 0.99 470.732 6.4E-18 (H2-1,Top-Right) 0.858872 0.756926 0.101946 0 0.99 422.365 6.4E-18 (H2-1,Top-Right) 0.858872 0.756926 0.101946 0 0.99 422.365 6.4E-18 (H2-1,Top-Right) 0.726691 0,639935 0.086756 0 0.99 357.084 6.4E-18 (H2-1,Top-Right) 0.723911 0.639935 0.083976 0 0.99 357.084 6.4E-18 (H2-1,Top-Right) 0.555474 0.494065 0.061409 0 0.99 275.689 6.4E-18 (H2-1,Top-Right) 0.554754 0.494065 0.060688 0 0.99 275.689 6.4E-18 (H2-1,Top-Right) 0.359087 0.319444 0.039643 0 0.99 178.25 6.4E-18 (H2-1,Top-Right) 0.355769 0.319444 0.036325 0 0.99 178.25 0 (H2-1) 0.143458 0.143458 0 0 0.99 -2.036 0 (H2-1) 0.146003 0.146003 0 0 0.99 -2.072 Page 58 of 98 PcComp PcTension MrMajorDsgn McMajor MrMinorDsgn McMinor XLMajor XLMinor XLLTB KiMajor K1Minor K2Major Kip Kip Kip -in Kip -in Kip -in Kip -in Unitless Unitless Unitless Unitless Unitless Unitless 64.447 298.728 -17.671 153.842 -1.382E-15 349.92 1 1 1 1 1 1 64.447 298.728 -17.671 153.842 -1.38E-15 349.92 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 551.755 810 213.173 2007.366 8.985E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 213.173 2007.366 8.985E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 -122.097 1254.604 7.787E-18 1470.234 1 0.1 0.1 1 1 1 551.755 810 -122.097 1254.604 7.787E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 136.415 2007.366 7.188E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 157.911 2007.366 5.99E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 157.911 2007.366 5.99E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 256.602 2007.366 4.792E-18 1470.234 1 0.1 0.1 1 1 1 551.755 810 256.602 2007.366 4.792E-18 1470.234 1 0.1 0.1 1 1 1 551.755 810 237.463 2007.366 3.594E-18 1470.234 1 0.1 0.1 1 1 1 551.755 810 237.463 2007.366 3.594E-18 1470.234 1 0.1 0.1 1 1 1 704.387 894.375 162.166 1774.635 2.546E-18 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 169.615 1774.635 2.246E-18 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 139.581 1774.635 1.348E-18 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 154.331 1774.635 8.985E-19 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 149.265 1774.635 2.995E-19 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 149.265 1774.635 -6.916E-20 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 154.331 1774.635 -2.075E-19 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 139.581 1774.635 -3.112E-19 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 169.615 1774.635 -5.187E-19 1949.59 1 0.1 0.1 1 1 1 704.387 894.375 162.166 1774.635 -5.879E-19 1949.59 1 0.1 0.1 1 1 1 551.755 810 237.463 2007.366 -8.3E-19 1470.234 1 0.1 0.1 1 1 1 551.755 810 237.463 2007.366 -8.3E-19 1470.234 1 0.1 0.1 1 1 1 551.755 810 256.602 2007.366 -1.107E-18 1470.234 1 0.1 0.1 1 1 1 551.755 810 256.602 2007.366 -1.107E-18 1470.234 1 0.1 0.1 1 1 1 551.755 810 157.911 2007.366 -1.383E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 157.911 2007.366 -1.383E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 136.415 2007.366 -1.66E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 -122.097 1254.604 -1.798E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 -122.097 1254.604 -1.798E-18 1470.234 1 0.1 0.1 1 1 1 551.755 810 213.173 2007.366 -2.075E-18 1470.234 2 0.1 0.1 1 1 1 551.755 810 213.173 2007.366 -2.075E-18 1470.234 2 0.1 0.1 1 1 1 122.059 298.728 6.408 246.147 0 349.92 1 1 1 1 1 1 53.773 125.064 2.683 106.521 0 135.108 1 1 1 1 1 1 101.432 243 5.213 202.213 0 277.344 1 1 1 1 1 1 22.832 93.312 2.002 58.931 0 41.952 1 1 1 1 1 1 79.344 185.328 3.976 156.062 0 148.402 1 1 1 1 1 1 17.635 70.632 1.515 45.016 0 57.348 1 1 1 1 1 1 79.344 185.328 3.976 156.062 0 148.402 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 53.773 125.064 2.683 106.521 0 135.108 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 37.125 110.16 2.363 81.445 0 104.421 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 17.635 70.632 1.515 45.016 0 57.348 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 17.635 70.632 1.515 45.016 0 57.348 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 Page 59 of 98 37.125 110.16 2.363 81.445 0 104.421 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 53.773 125.064 2.683 106.521 0 135.108 1 1 1 1 1 1 9.931 58.32 1.251 30.595 0 39.606 1 1 1 1 1 1 79.344 185.328 3.976 156.062 0 148.402 1 1 1 1 1 1 17.635 70.632 1.515 45.016 0 57.348 1 1 1 1 1 1 79.344 185.328 3.976 156.062 0 148.402 1 1 1 1 1 1 22.832 93.312 2.002 58.931 0 41.952 1 1 1 1 1 1 101.432 243 5.213 202.213 0 277.344 1 1 1 1 1 1 53.773 125.064 2.683 106.521 0 135.108 1 1 1 1 1 1 122.059 298.728 6.408 246.147 0 349.92 1 1 1 1 1 1 133.707 558 -31.36 818.182 -6.819E-18 733.5 2 3.193 1 1 1 1 133.707 558 -34.895 818.182 1.102E-15 733.5 2 3.193 1 1 1 1 133.707 558 -49.654 818.182 2.348E-16 733.5 2 3.193 1 1 1 1 133.707 558 -50.244 818.182 3.049E-16 733.5 2 3.193 1 1 1 1 133.707 558 -68.707 818.182 3.688E-16 733.5 2 3.193 1 1 1 1 133.707 558 -70.982 818.182 8.533E-16 733.5 2 3.193 1 1 1 1 133.707 558 -83.411 818.182 6.207E-16 733.5 2 3.193 1 1 1 1 133.707 558 -83.411 818.182 6.207E-16 733.5 2 3.193 1 1 1 1 133.707 558 -100.199 818.182 7.648E-16 733.5 2 3.193 1 1 1 1 173.783 679.5 -102.65 988.159 9.074E-16 931.5 2 3.193 1 1 1 1 173.783 679.5 -113.022 988.159 8.621E-16 931.5 2 3.193 1 1 1 1 173.783 679.5 -113.022 988.159 8.621E-16 931.5 2 3.193 1 1 1 1 173.783 679.5 -117.649 988.159 9.317E-16 931.5 2 3.193 1 1 1 1 173.783 679.5 -118.05 988.159 1.067E-15 931.5 2 3.193 1 1 1 1 173.783 679.5 -118.05 988.159 1.067E-15 931.5 2 3.193 1 1 1 1 173.783 679.5 -117.649 988.159 9.305E-16 931.5 2 3.193 1 1 1 1 173.783 679.5 -113.022 988.159 8.586E-16 931.5 2 3.193 1 1 1 1 173.783 679.5 -113.022 988.159 8.586E-16 931.5 2 3.193 1 1 1 1 173.783 679.5 -102.65 988.159 9.02E-16 931.5 2 3.193 1 1 1 1 133.707 558 -100.199 818.182 7.591E-16 733.5 2 3.193 1 1 1 1 133.707 558 -83.411 818.182 6.126E-16 733.5 2 3.193 1 1 1 1 133.707 558 -83.411 818.182 6.126E-16 733.5 2 3.193 1 1 1 1 133.707 558 -70.982 818.182 8.435E-16 733.5 2 3.193 1 1 1 1 133.707 558 -68.707 818.182 3.585E-16 733.5 2 3.193 1 1 1 1 133.707 558 -50.244 818.182 2.925E-16 733.5 2 3.193 1 1 1 1 133.707 558 -49.654 818.182 2.221E-16 733.5 2 3.193 1 1 1 1 133.707 558 -32.435 818.182 2.321E-16 733.5 2 3.193 1 1 1 1 133.707 558 -29.72 818.182 -5.916E-16 733.5 2 3.193 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 14.194 58.32 0 19.122 0 39.606 1 1 1 1 1 1 Page 60 of 98 K2Minor KLTB CmMajor CmMinor Cb B1Major BSMinor B21Major B2Minor Fy E Length MajAxisAng Unitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless Kip/in2 Kip/in2 in Degrees 1 1 1 1 1.315789 1 1 1 1 36 29000 215.108 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 215.108 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1.04108 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.062261 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.158952 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.100271 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.080271 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.080067 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.078109 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.078217 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.08359 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.083961 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.047932 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.038645 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.026873 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.018695 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.004701 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.004861 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.004861 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.004701 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.018695 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.026873 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.038645 1 1 1 1 5o 29000 85.5 0 1 1 1 1 1.047932 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.083961 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.08359 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.078217 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.078109 1 1 1 1 SO 29000 85.5 0 1 1 1 1 1.080067 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.080271 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.100271 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.158952 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.062261 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.04108 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 Page 61 of 98 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.315789 1 1 1 1 36 29000 156.014 1.571 1 1 1 1 1.453944 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.014119 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.144986 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.033602 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.146568 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.006891 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.057663 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.036041 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.106171 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.005911 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.034527 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.049191 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.064703 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.019364 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.019364 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.064703 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.049191 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.034527 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.005911 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.106171 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.036041 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.057663 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.006891 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.146568 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.033602 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.144986 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.015206 1 1 1 1 50 29000 85.5 0 1 1 1 1 1.443775 1 1 1 1 50 29000 85.5 0 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 1 1 1 1 1 1 1 1 1 36 29000 130.5 1.571 Page 62 of 98 RLLF SectClass FramingType SDC OmegaO SystemCd ErrMsg WarnMsg Unitless Text Text Text Unitless Unitless Text Text 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Non -Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Non -Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Non -Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages Page 63 of 98 I Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Non -Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Non -Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Non -Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Compact Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages 1 Slender Special Moment Frame 3 5.5 No Messages No Messages Page 64 of 98 ABLE: Steel Design 3 ,Shear Details - AISC 360-10 Frame DesignSect DesignType Status VMajorCombo VMajorLoc VMajorRatio VrMajDsgn Text Text Text Text Text in Unitless Kip 1681 2L4X4X5/8 Brace No Messages LRFD - Phl 215.108 0.003381 0.329 1682 2L4X4X5/8 Brace No Messages LRFD - Phl 215.108 0.003381 0.329 1683 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1686 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1687 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1689 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1691 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1694 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1695 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1696 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1697 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 1698 BU - TYPE A Beam No Messages LRFD - Phl 0 0.024301 5.28 1699 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.027001 5.866 1700 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.016698 3.628 1701 BU - TYPE A Beam No Messages LRFD - Phl 0 0.026742 5.81 1702 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.024561 5.336 1703 BU - TYPE A Beam No Messages LRFD - Phl 0 0.025718 5.588 1704 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.025585 5.559 1705 BU - TYPE A Beam No Messages LRFD - Phl 0 0.030898 6.713 1706 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.031435 6.83 1707 BU - TYPE A Beam No Messages LRFD - Phl 0 0.030404 6.606 1708 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.026259 5.705 1709 BU -TYPE B Beam No Messages LRFD - Phl 0 0.023845 4.829 1710 BU - TYPE B Beam No Messages LRFD - Phl 85.5 0.022124 4.48 1711 BU - TYPE B Beam No Messages LRFD - Phl 0 0.019811 4.012 1712 BU -TYPE B Beam No Messages LRFD - Phl 85.5 0.01689 3.42 1713 BU - TYPE B Beam No Messages LRFD - Phl 0 0.016305 3.302 1714 BU - TYPE B Beam No Messages LRFD - Phl 85.5 0.016305 3.302 1715 BU - TYPE B Beam No Messages LRFD - Phl 0 0.01689 3.42 1716 BU -TYPE B Beam No Messages LRFD - Phl 85.5 0.019811 4.012 1717 BU -TYPE B Beam No Messages LRFD - Phl 0 0.022124 4.48 1718 BU -TYPE B Beam No Messages LRFD - Phl 85.5 0.023845 4.829 1719 BU - TYPE A Beam No Messages LRFD - Phl 0 0.026259 5.705 1720 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.030404 6.606 1721 BU - TYPE A Beam No Messages LRFD - Phl 0 0.031435 6.83 1722 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.030898 6.713 1723 BU - TYPE A Beam No Messages LRFD - Phl 0 0.02SS8S 5.559 1724 BU - TYPE A Beam No Messages LRFD - Phl 8S.S 0.025718 5.S88 1725 BU - TYPE A Beam No Messages LRFD - Phl 0 0.024561 5.336 1726 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.026742 5.81 1727 BU - TYPE A Beam No Messages LRFD - Phl 0 0.016698 3.628 1728 BU - TYPE A Beam No Messages LRFD - Phl 0 0.027001 5.866 1729 BU - TYPE A Beam No Messages LRFD - Phl 85.5 0.024301 5.28 1730 2L4X4X5/8 Brace No Messages LRFD - Phl 0 0.00169 0.164 1731 2L4X4X1/4 Brace No Messages LRFD - Phl 0 0.001769 0.069 1732 2L4X4X1/2 Brace No Messages LRFD - Phl 0 0.001719 0.134 1733 2L3X3X1/4 Brace No Messages LRFD - Phl 0 0.00176 0.051 1734 2L4X4X3/8 Brace No Messages LRFD - Phl 156.014 0.001748 0.102 1735 2L3X3X3/16 Brace No Messages LRFD - Phl 0 0.001772 0.039 Page 65 of 98 1736 2L4X4X3/8 Brace No Messages LRFD - Phl 156.014 0.001748 0.102 1737 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 1S6.014 0.0017SS 0.032 1738 2L4X4X1/4 Brace No Messages LRFD - Phl 0 0.001769 0.069 1739 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 156.014 0.0017SS 0.032 1740 2L3-1/2X3-1/2X1/4 Brace No Messages LRFD - Phl 0 0.001781 0.061 1741 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 1S6.014 0.001755 0.032 1742 2L3X3X3/16 Brace No Messages LRFD - Phl 0 0.001772 0.039 1743 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 1S6.014 0.00175S 0.032 1744 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 156.014 0.001755 0.032 174S 2L3X3X3/16 Brace No Messages LRFD - Phl 0 0.001772 0.039 1746 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 156.014 0.001755 0.032 1747 2L3-1/2X3-1/2X1/4 Brace No Messages LRFD - Phl 0 0.001781 0.061 1748 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 156.014 0.001755 0.032 1749 2L4X4X1/4 Brace No Messages LRFD - Phl 0 0.001769 0.069 1750 2L2-1/2X2-1/2X3/16 Brace No Messages LRFD - Phl 156.014 0.001755 0.032 1751 2L4X4X3/8 Brace No Messages LRFD - Phl 156.014 0.001748 0.102 1752 2L3X3X3/16 Brace No Messages LRFD - Phl 0 0.001772 0.039 1753 2L4X4X3/8 Brace No Messages LRFD - Phl 156.014 0.001748 0.102 1754 2L3X3X1/4 Brace No Messages LRFD - Phl 0 0.00176 0.051 1755 2L4X4X1/2 Brace No Messages LRFD - Phl 0 0.001719 0.134 1756 2L4X4X1/4 Brace No Messages LRFD - Phl 0 0.001769 0.069 1757 2L4X4X5/8 Brace No Messages LRFD - Phl 0 0.00169 0.164 1758 WT12X42 Beam No Messages LRFD - Ph2 0 0.003622 0.556 1759 WT12X42 Beam No Messages LRFD - Ph2 85.5 0.003124 0.48 1760 WT12X42 Beam No Messages LRFD - Ph2 0 0.003362 0.516 1761 WT12X42 Beam No Messages LRFD - Phl 85.5 0.002596 0.399 1762 WT12X42 Beam No Messages LRFD - Ph2 0 0.003776 0.58 1763 WT12X42 Beam No Messages LRFD - Phl 85.5 0.002554 0.392 1764 WT12X42 Beam No Messages LRFD - Ph2 0 0.00299 0.459 1765 WT12X42 Beam No Messages LRFD - Phl 85.5 0.00282 0.433 1766 WT12X42 Beam No Messages LRFD - Phl 0 0.003589 0.551 1767 WT12X51.5 Beam No Messages LRFD - Phl 85.5 0.002558 0.467 1768 WT12X51.5 Beam No Messages LRFD - Phl 0 0.002898 0.529 1769 WT12X51.5 Beam No Messages LRFD - Ph2 85.5 0.003022 0.552 1770 WT12X51.5 Beam No Messages LRFD - Ph2 0 0.00322 0.588 1771 WT12X51.5 Beam No Messages LRFD - Phl 85.5 0.002793 0.51 1772 WT12X51.5 Beam No Messages LRFD - Phl 0 0.002793 0.51 1773 WT12X51.5 Beam No Messages LRFD - Ph2 85.5 0.003107 0.567 1774 WT12X51.5 Beam No Messages LRFD - Phl 0 0.002994 0.547 1775 WT12X51.5 Beam No Messages LRFD - Ph2 85.5 0.002901 0.53 1776 WT12X51.5 Beam No Messages LRFD - Phl 0 0.002558 0.467 1777 WT12X42 Beam No Messages LRFD - Phl 85.5 0.003589 0.551 1778 WT12X42 Beam No Messages LRFD - Phl 0 0.00282 0.433 1779 WT12X42 Beam No Messages LRFD - Ph2 85.5 0.002951 0.453 1780 WT12X42 Beam No Messages LRFD - Phl 0 0.002554 0.392 1781 WT12X42 Beam No Messages LRFD - Ph2 85.5 0.003776 0.58 1782 WT12X42 Beam No Messages LRFD - Phl 0 0.002596 0.399 1783 WT12X42 Beam No Messages LRFD - Ph2 85.5 0.003201 0.492 1784 WT12X42 Beam No Messages LRFD - Phl 0 0.002912 0.447 1785 WT12X42 Beam No Messages LRFD - Ph2 85.5 0.003622 0.556 1 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 2 2L2-1/2X2-1/2X3/16 Column No Messages LRFD - Phl 0 0 0 Page 66 of 98 PhiVnMajor TrMajor VMinorCombo VMinorLoc VMinorRatio VrMinDsgn PhiVnMinor TrMinor DCUrnit Kip Kip -in Text in Unitless Kip Kip Kip -in Unitless 97.2 0 LRFD - Phl 0 0 4.025E-17 97.2 0 0.99 97.2 0 LRFD - Phl 0 0 4.025E-17 97.2 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 202.5 0 LRFD - Phl 0 0 0 351 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 217.266 0 LRFD - Phl 0 0 0 283.5 0 0.99 97.2 0 LRFD - Phl 0 0 0 97.2 0 0.99 38.88 0 LRFD - Phl 0 0 0 38.88 0 0.99 77.76 0 LRFD - Phl 0 0 0 77.76 0 0.99 29.16 0 LRFD - Phl 0 0 0 29.16 0 0.99 58.32 0 LRFD - Phl 0 0 0 58.32 0 0.99 21.928 0 LRFD - Phl 0 0 0 21.928 0 0.99 Page 67 of 98 58.32 0 LRFD - Phl 0 0 0 58.32 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 38.88 0 LRFD - Phl 0 0 0 38.88 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 34.02 0 LRFD - Phl 0 0 0 34.02 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 21.928 0 LRFD - Phl 0 0 0 21.928 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 21.928 0 LRFD - Phl 0 0 0 21.928 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 34.02 0 LRFD - Phl 0 0 0 34.02 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 38.88 0 LRFD - Phl 0 0 0 38.88 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 58.32 0 LRFD - Phl 0 0 0 58.32 0 0.99 21.928 0 LRFD - Phl 0 0 0 21.928 0 0.99 58.32 0 LRFD - Phl 0 0 0 58.32 0 0.99 29.16 0 LRFD - Phl 0 0 0 29.16 0 0.99 77.76 0 LRFD - Phl 0 0 0 77.76 0 0.99 38.88 0 LRFD - Phl 0 0 0 38.88 0 0.99 97.2 0 LRFD - Phl 0 0 0 97.2 0 0.99 153.549 0 LRFD - Phl 0 0 6.577E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 1.938E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 5.944E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 9.179E-18 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 6.45E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 1.812E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 5.522E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 2.948E-18 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 6.749E-17 187.526 0 0.99 182.655 0 LRFD - Phl 0 0 2.11E-17 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 6.484E-17 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 2.374E-19 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 6.935E-17 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 9.362E-18 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 6.247E-17 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 1.065E-18 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 6.699E-17 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 2.735E-18 238.14 0 0.99 182.655 0 LRFD - Phl 0 0 5.723E-17 238.14 0 0.99 153.549 0 LRFD - Phl 0 0 1.389E-18 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 5.303E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 3.243E-19 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 4.803E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 2.649E-18 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 4.881E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 1.054E-18 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 5.477E-17 187.526 0 0.99 153.549 0 LRFD - Phl 0 0 1.057E-17 187.526 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 18.274 0 LRFD - Phl 0 0 0 18.274 0 0.99 Page 68 of 98 RLLF FramingType ErrMsg WarnMsg Unitless Text Text Text 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special 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Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages 1 Special Moment Frame No Messages No Messages Page 70 of 98 ABLE: Steel Design 8 - Brace Max Axial Load - AISC 360-10 -- - ---- ------------ - Frame DesignSect ComboComp PMaxComp ComboTens PMaxTens Text Text Text Kip Text Kip 1681 2L4X4X5/8 LRFD - Phl 154.669 LRFD - Phl 154.239 1682 2L4X4X5/8 LRFD - Phl 154.669 LRFD - Phl 154.239 1730 2L4X4X5/8 LRFD - Phl -101.426 LRFD - Phl -100.996 1731 2L4X4X1/4 LRFD - Phl 89.582 LRFD - Phl 89.402 1732 2L4X4X1/2 LRFD - Phl -88.482 LRFD - Phl -88.132 1733 2L3X3X1/4 LRFD - Phl 74.969 LRFD - Phl 74.835 1734 2L4X4X3/8 LRFD - Phl -73.756 LRFD - Phl -73.489 1735 2L3X3X3/16 LRFD - Phl 58.739 LRFD - Phl 58.637 1736 2L4X4X3/8 LRFD - Phl -60.565 LRFD - Phl -60.298 1737 2L2-1/2X2-1/2X3/16 LRFD - Phl 44.161 LRFD - Phl 44.077 1738 2L4X4X1/4 LRFD - Phl -44.229 LRFD - Phl -44.049 1739 2L2-1/2X2-1/2X3/16 LRFD - Phl 31.4 LRFD - Phl 31.316 1740 2L3-1/2X3-1/2X1/4 LRFD - Phl -27.959 LRFD - Phl -27.801 1741 2L2-1/2X2-1/2X3/16 LRFD - Phl 17.597 LRFD - Phl 17.513 1742 2L3X3X3/16 LRFD - Ph2 -12.174 LRFD - Ph2 -12.072 1743 2L2-1/2X2-1/2X3/16 LRFD - Ph2 4.868 LRFD - Ph2 4.784 1744 2L2-1/2X2-1/2X3/16 LRFD - Ph2 6.281 LRFD - Ph2 6.365 1745 2L3X3X3/16 LRFD - Ph2 -13.713 LRFD - Ph2 -13.815 1746 2L2-1/2X2-1/2X3/16 LRFD - Ph2 18.943 LRFD - Ph2 19.027 1747 2L3-1/2X3-1/2X1/4 LRFD - Ph2 -28.522 LRFD - Ph2 -28.68 1748 2L2-1/2X2-1/2X3/16 LRFD - Phl 31.316 LRFD - Phl 31.4 1749 2L4X4X1/4 LRFD - Phl -44.049 LRFD - Phl -44.229 1750 2L2-1/2X2-1/2X3/16 LRFD - Phl 44.077 LRFD - Phl 44.161 1751 2L4X4X3/8 LRFD - Phl -60.298 LRFD - Phl -60.565 1752 2L3X3X3/16 LRFD - Phl 58.637 LRFD - Phl 58.739 1753 2L4X4X3/8 LRFD - Phl -73.489 LRFD - Phl -73.756 1754 2L3X3X1/4 LRFD - Phl 74.835 LRFD - Phl 74.969 1755 2L4X4X1/2 LRFD - Phl -88.132 LRFD - Phl -88.482 1756 2L4X4X1/4 LRFD - Phl 89.402 LRFD - Phl 89.582 1757 2L4X4X5/8 LRFD - Phl -100.996 LRFD - Phl -101.426 Page 71 of 98 MAGNUSSON 0 KLEMENC[C ASSOCIATES ■ COMMENT #5 CALCULATIONS Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington Page 72 of 98 SING PARTNERSHIP INC RFI Transmittal 110 Union St. Suite 300 Seattle, WA 98101 PROJECT: MOF—Covered Airpark DATE SENT: 4/7/2015 214012 RETURN BY: 4/13/2015 SUBJECT: 7075 MOF Covered Airpark RFI RFI ID: 00019 019 Truss Conditions and Weld Sizes TYPE: RFI TRANSMITTAL ID: 00058 PURPOSE: To Answer VIA: Email QUESTION: Elias, Weld size questions at the mega -truss. Thanks, Jenna Shope, LEED AP Field Manager Sellen // T 206.682.7770 // C 206.730.0626 Facebook Twitter Linkedln YouTube Instagram SUGGESTION: FROM NAME COMPANY EMAIL PHONE Elias Gardner EGardner@srgpartnership (206) 973- .com 1700 TO NAME COMPANY EMAIL PHONE Magnusson Luke Minnich Klemencic Iminnich@mka.com 206-215-8331 Associates DESCRIPTION OF CONTENTS QTY DATED TITLE NUMBER NOTES 1 4/7/2015 RFI 019 Truss Conditions and Weld Sizes.pdf 1 4/7/2015 RFI 019 Truss Conditions and Weld Sizes.docx Page 1 of 2 Page 73 of 98 RFI Transmittal DATE: 4/7/2015 ID: 00058 COPIES Derek Beaman (Magnusson Klemencic Associates) Nathan Messmer (SRG Partnership, Inc. - Seattle) Matt Elliott (Seneca Group) Page 2 of 2 Page 74 of 98 4kEQUEST FOR INFORMATION 7075. - MUSEUM OF FLIGHT- COVERED AIRPARK Date: 04/07/2015 TO: ELIAS GARDNER SRG PARTNERSHIP, INC. EGARDNER@SRGPARTNERSHIP.COM ORIGINATED BY: YAKIMA STEEL FROM: JENNA SHOPE SELLEN CONSTRUCTION CO., INC. 1ENNA.SHOPE@SELLEN.COM SUBJECT: Truss Conditions and Weld Sizes RESPONSE DUE: 04/14/2015 DRAWING #: S501 SPEC SECTION: 11 Page RFI #: 19 Priority: REQUEST Please see attached sketch from Yakima Steel outlining two conditions at the truss and the weld size questions due to these conditions. SUGGESTION: I M PACT: Impacts Y(es) or N(o): Schedule - N Cost - N escription: RESPONSE Please see the attached SSK-001 for details to accommodate the (2) conditions identified. Date: From: Firm: 04/08/2015 Luke Minnich MKA 227 Westlake Avenue North T: (206) 682 7770 PO Box 9970 I F: (206) 623 5206 Seattle, WA 98109 E: info@sellen.com Page 75 of 98 www.sellen.com can't make 1/2 fillet weld. Condition#1, DIM A-1/2, Per Please advise AISC requirement, can't make Condition#2, DIM B=3/16, 1/2 fillet weld. Please advise can't make 5/8 fillet weld. Condition#1, DIM Please advise SEE TOP CHORD AT RIDGE DETAIL b;L CHORD SPLICE FABRICATE TRUSS H4114' UPWARDSCAMSE ATROOFRIDGE wl L CHORD SPLICE A=3/16, can't make 7/16 ED EO of �I ED ED fillet weld. Please advise W14342 w+ 342 SEE TYP JOIST TRUSS SUPP T DETAII i I I 3 3 `(ssnJ Condition#2, DIM B=3/16, can't make fillet weld size 5/8. Please advise. Condition#2, DIM B=1/4, can't make fillet Condition#2, DIM B=5/8, weld size 3/8. Please Please advise if edge of Condition#2, DIM B=1/4, can advise. gusset overhang 5/8 is OK. make fillet weld size 7/16. Please advise. n TRUSS ELEVATION AT GRID 11 SK-17 REF. 12/S501 RFI#011 7075 MCF Covered Airpark RFI 019 4/7/15 W14X550 WITH SIDE PLATES PE DO NOT ERECT COLUMN IN SEO20155 COLUMN TO BE ERECTED BEFORE SEC JOISTS AND ROOF FRAMING ERECTED w itiong1, LJItV1 A equai or aller than specified weld size, 't make weld as designed, see ividual questions Condition#1, DIM A=3/8, can't make 5/8 fillet weld. Please advise Condition#1, DIM A=: SEE TVP TOP OF VERT can't make 7/16 fillet WEB MEMBER CONN weld. Please advise RI '� RI of ssoJ �I OI . _ `— LTRRD1, DIM A=3/8,dition#1, DIM 7/16 fillet weld./16, can't make se fillet weld. Please Condition#2, DIM B=5/16. Please advise if edge of gusset overhang 5/16 is OK Condition#2, DIM B equal or smaller than specified weld size, can't make weld as designed, see individual questions CLTOP CHORD AT COLUMN CHORD, i I CHORD AT COLUMN CON. ndition#2, DIM B=7/16. r AISC need 13=1/2 in orde make fillet weld size 7/16 !ase advise. 2- 'FW f f2L-4<- o1 0fT4-f-- :-, eeg�t— Prr .V-417� -n- ("B" + FW + REQD DIM PER AISC) THK SIZE WELD TO MATCH FW AT OUTER FACE OF GUSSET C - U LIss,,-�—, --- MAG N U S S ON Covered Airpark Revisions Date Museum of Flight No. Description Date 04I08115 KLE ME NC I C ASSOCIATES 9404 East Marginal Way Southpft, Drawing No 00 K n n 7 Structural +Civil Engineers Project No: 99321.� � � MAGNUSSON KLEMENCIC ASSOCIATES ■ COMMENT #7 CALCULATIONS Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington Page 78 of 98 BRB Proportioning & Anticpated Brace Demands on Connecting Elements MKA Assumed Anticipated Brace Strengths Omega, Beta Comparison Star Seismic Provided Anticipated Brace Strengths BRB Adjusted Brace Strength Vert End Reactions Horiz End Reactions MKA Design Values Star Seismic Values 04/28/15 %Dill Adjusted Brace Strength Vert End Reactions Horiz End Reactions T c T c T c /I wp w 1 9 wp w p wp T c T c T c BRB E 1 390 433 313 347 233 259 1.224 1.109 1.36 1.131 1.08 1.22 -8.3% -2.7% -11.3% 360 389 289 312 216 233 BRB_E_2 390 433 313 347 233 259 1.224 1.109 1.36 1.13 1.08 1.22 -8.3% -2.7% -11.3% 360 389 289 312 216 233 BRB 390 433 313 347 233 259 1.224 1.109 1.36 1.13 1.08 1.22 -9.3% -2.7% -11.3% 360 389 289 312 216 233 _E_3 BRB_E_4 390 433 313 347 233 259 1.224 1.109 1.36 1.13 1.08 1.22 -8.3% -2.7% -11.3% 360 389 289 312 216 233 BRB_E 5 382 427 289 323 250 279 1.241 1.116 1.38 1.14 1.09 1.24 -8.9% -2.6% -11.7%1 351 382 266 289 230 250 BRB E 6 382 427 289 323 250 279 1.241 1.116 1.38 1.14 1.09 1.24 -8.9% -2.6% -11.7%1 351 382 266 289 230 250 BRB_E_7 382 4271 289 3231 250 2791 1.2411 1.116 1.38 1.14 1.09 1.24 -8.9% -2.6% -11.7% 351 382 2661 289 230 250 BRB 382 427 289 323 250 279 1.2411 1.116 1.38 1.14 1.09 1.24 -8.9% -2.6% -11.7% 351 382 2661 289 230 250 _E_8 58_MID_1 759 832 638 699 411 451 1.1gol 1.096 1.30 1.12 1.08 1.21 -6.3% -1.4% -7.8% 715 772 601 649 387 418 BRB_MID 759 832 638 699 411 451 1.190 1.096 1.30 1.12 1.08 1.21 -6.3% -1.4% -7.8% 715 772 601 649 387 418 _2 BRB MID 3 688 757 564 620 395 434 1.203 1.101 1.32 1.13 1.08 1.22 -6.5% -1.9% -8.5% 646 698 529 572 371 400 BRB MID 4 694 767 554 612 418 461 1.213 1.105 1.34 1.14 1.08 1.23 -6.4% -2.4% -9.0% 652 704 S21 562 392 423 BRB 268 290 238 258 123 133 1.159 1.083 1.26 1.32 1.00 1.32 12.2% -8.3%j 4.9% 305 305 271 271 140 140 _N_1 BRB 268 290 2381 258 123 133 1.159 1.083 1.26 1.32 1.00 1.32 12.2% -8.3% 4.9% 305 305 271 271 140 140 _N_2 BRB_N_3 268 290 238 258 123 133 1.159 1.083 1.26 1.32 1.00 1.32 12.2% -8.3% 4.9% 305 305 271 271 140 140 BRB_N 4 268 290 238 258 1231 133 1.159 1.083 1.26 1.32 1.00 1.32 12.2% -8.3% 4.9% 305 305 271 271 140 140 BRB N 5 240 259 215 232 107 115 1.147 1.078 1.24 1.31 1.00 1.31 12.4% -7.8% 5.6% 274 274 245 245 122 122 BRB_N 6 239 258 215 232 106 114 1.146 1.078 1.24 1.31 1.00 1.31 12.5% -7.8% 5.7% 274 274 246 246 121 121 BRB_N_7 239 257 215 231 105 113 1.144 1.077 1.23 1.311 1.00 1.31 12.7% -7.7% 6.0% 274 274 246 246 120 120 BRB 241 261 214 232 111 120 1.154 1.081 1.25 1.31 1.00 1.31 11.9% -8.1% 4.8% 274 274 243 243 125 125 _N_8 BRB-5-1 164 177 146 158 75 81 1.150 1.079 1.24 1.32 1.00 1.32 12.9% -7.9% 6.0% 189 189 168 168 86 86 BRB_S_2 1641 177 146 158 75 81 1.150 1.079 1.24 1.31 1.00 1.31 12.2% -7.9% 5.3% 187 187 167 167 86 86 BRB_S 3 164 177 146 158 75 811 1.150 1.079 1.24 1.31 1.00 1.31 12.2% -7.9% 5.3% 187 187 167 167 86 86 BRB 5 4 164 177 146 158 75 81 1.1501 1.079 1.24 1.32 1.00 1.32 12.9% -7.9% 6.0% 189 189 168 168 86 86 BRB 5 5 152 164 135 145 70 75 1.149 1.079 1.241 1.32 1.00 1.32 13.0% -7.9% 6.1% 174 174 155 155 80 80 BRB 150 162 135 145 66 71 1.139 1.075 1.231 1.30 1.001 1.30 12.4% -7.5% 5.9% 172 172 154 154 75 75 _S_6 BRB_5_7 151 162 135 145 67 72 1.141 1.076 1.23 1.30 1.00 1.30 12.2% -7.6% 5.5% 172 172 154 154 76 76 BRB 151 1621 135 145 67 72 1.142 1.077 1.23 1.30 1.00 1.30 12.1% -7.7% 5.4% 172 172 154 154 76 76 _S_8 BRB1 335 364 290 3161 167 181 1.171 1.088 1.27 1.34 1.00 1.34 12.6% -8.8% 4.9% 383 383 332 332 191 191 _W BRB W 2 335 364 290 316 167 181 1.171 1.088 1.27 1.33 1.00 1.33 12.0% -8.8% 4.2% 380 380 330 330 189 189 BRB3 335 364 290 316 1671 1811 1.171 1.088 1.27 1.33 1.00 1.33 12.0% -8.8% 4.2% 380 380 330 330 189 189 _W BRB 335 364 290 316 167 181 1.171 1.088 1.27 1.33 1.00 1.33 12.0% -8.8% 4.2% 380 380 330 330 189 189 _W_4 BRB5 328 359 275 301 179 196 1.192 1.096 1.31 1.36 1.00 1.36 12.3% -9.6% 3.9% 374 374 313 313 204 204 _W BRB_W 6 328 359 275 301 178 195 1.1911 1.096 1.31 1.36 1.00 1.36 12.4% -9.6% 4.0% 374 374 314 314 204 204 BRB W 7 3281359 275 301 178 195 1.191 1.096 1.31 1.361 12.4% -9.6% 4.0% 374 374 314 314 203 203 BRB W 8 327 359 275 301 177 194 1.190 1.096 1.30 1.36 1.00 1.36 12.5% -9.6% 4.1% 374 374 314 314 2021 202 )roject: Musuem of Flight w 1.4 1 p(o 1.36 -1.31 rSeismic in E LL o LL 1 Q/11-10 1-2 2 Q/11-10 2-R 3 Q/10-9 1-2 4 Q/10-9 2-R 5 Q/9-8 1-2 6 Q/9-8 2-R 7 Q/8-7 1-2 8 Q/8-7 2-R 9 1/C-6.5 1-2 10 1/C-B.5 2-R 11 1/13.5-13 1-2 12 1/B.5-B 2-R 13 1/B-A.5 1-2 14 1/13-A.5 2-R 15 1/A.5-A 1-2 16 1 /A.5-A 2-R 17 A/9-10 1-2 1F A/9-10 2-R 1 A/10-11 1-2 20 A/10-11 2-R 21 A/11-12 1-2 22 A/11-12 2-R 23 A/12-13 1-2 24 A/12-13 2-R 25 21 /A-B 1-2 26 21/A-B 2-R 27 21/B-C 1-2 28 21/B-C 2-R 29 21/C-D 1-2 30 21/C-D 2-R 31 21/D-E 1-2 32 21/D-E 2-R 33 11/A-B 1-2 34 11/A-13 2-R 35 11/13-C.5 1-2 36 11/B-C.5 2-R 3 ct ((n N 7 7 � a d N 0 0 aa) 3 (D (if ry .34 .36 .33 .36 .33 .36 .33 .36 .32 .32 .31 .30 .31 .30 .32 .30 .13 .14 .13 .14 .13 .14 .13 .14 .32 .31 .32 .31 .32 .31 .32 .31 .12 .13 .12 .14 1.4 -1.34 -1.36 -1.33 -1.36 -1.33 -1.36 -1.33 -1.36 -1.32 -1.32 -1.31 -1.30 -1.31 -1.30 -1.32 -1.30 -1.22 -1.24 -1.22 -1.24 -1.22 -1.24 -1.22 -1.24 -1.32 -1.31 -1.32 -1.31 -1.32 -1.31 -1.32 -1.31 -1.21 -1.22 -1.21 -1.23 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 1.4 -1.47 Brace Casing o M m lC � LL a u- Y Y z U 0 n E A 2 31 Q LL (D ai m N t E u) u) o c o� a 1.25 0.99 1.00 0.98 0.99 0.98 0.99 0.98 0.99 0.98 0.97 0.97 0.96 0.97 0.96 0.98 0.96 1.00 1.01 1.00 1.01 1.00 1.01 1.00 1.01 0.97 0.96 0.97 0.96 0.97 0.96 0.97 0.96 0.99 1.01 0.99 1.01 HSS16X0.375 HSS12X12X1/2 HSS16X0.375 HSS12X12X1/2 HSS16X0.375 HSS12X12X1/2 HSS16X0.375 HSS12X12X1/2 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS12x12x3/8 HSS16x16x1/2 HSS16x16x1/2 HSS16x16x1/2 HSS16X0.625 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Page 80 of 98 150304 Museum of Flight Combined Eng 04.30.15.xlsm 4/30/2015 BRBF Column @ Grid 1 & G Selection W24X176 E 29000 Fy 50 ksi Cb 1 c 1 Forlshapes Ob 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 25550 k-in 2) Lateral -Torsional Buckling Lbx 552 in Lpx 128.9 in Lrx 449.3 in Inelastic Buckling Mn 12609 k-in Elastic Buckling Fcr 27.15 ksi Mn 12219 k-in mMn 10996.7 k-in 916.4 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check 1) Yielding KxLx 1032 strong axis effective length, in Pr 347.2 kip KyLy 552 weak axis effective length, in Mrx k-ft MP 5750 k-in Mry k-ft KL/rx 98.3 2) Flange Local Buckling KL/ry 181.6 Pr/Pc 0.980 Fe 8.68 ksi Mrx/Mcx 0.000 For Future Work Mry/Mcy 0.000 Flange Q DCR 0.980 b/t 4.53 mMn 5175 k-in 0.56`(E/Fy 13.49 431.3 k-ft 1.03`(E/Fy 24.81 Cl� 1 Web Q Ae,guess 51.70' Must iterate for value of If (use Excel "Solver") Pn, guess _ 1200.73] f 23.22 b/t 30.03 1.49•(E/Fy 35.88 Web be 22.52 A. 51.70 in2 8.52651E-14 Q. 1.000 Q 1.000 Q•Fy/Fe 5.76 Fcr 7.61 ksi Pn 393.6 kip (DPn 354.2 kip AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 4.81 Xhd 7.22 OK? OK Web slenderness check h/tw 30.03 C, 0.980 Xhd 36.16 OK? OK w CD m OD N 0 QD a Description: GRID G-1 BRBF Column, W24X176 psf 39 AT 2218 Load Case Axial Load anele 10 25 1.13-36.231 2218 2218 2218 2218, 3.151 > D L Lr S W+ W- EQ+ EQ- -> -115.88 -22.18 -55.45 -2.51 80.24 -155 155 SUM LRFD_1 -162.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -162.2 LRFD_2a -139.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -166.8 LRFD_2b -139.1 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -150.1 LRFD_3a 1 -139.1 0.0 0.0 -88.7 0.0 0.01 0.0 0.0 -227.8 LRFD_3b -139.1 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -174.5 LRFD_3c -139.1 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -229.0 LRFD_3d -139.1 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -175.8 LRFD_4a -139.1 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -169.3 LRFD_4b -139.1 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -152.6 LRFD_5 -160.2 0.0 0.0 -11.1 0.0 0.0 -155.0 0.0 -326.3 LRFD-6 -104.3 0.0 0.0 0.0 0.0 80.21 0.0 0.0 -24.0 LRFD_7 -83.1 0.0 0.0 0.0 0.0 0.0 0.0 155.0 71.9 ASD_1 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_2 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_3a -115.9 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -171.3 ASD_3b 1 -115.9 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -138.1 ASD_4a -115.9 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -157.5 ASD_4b -115.9 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -132.5 ASD_5a -115.9 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -117.4 ASD_5b 130.7 0.0 0.0 0.0 0.0 0.0 -108.5 0.0 -239.2 ASD_6a1 -115.9 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -158.6 ASD_6a2 -115.9 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -133.6 ASD_6b -126.5 0.0 0.0 -41.6 0.01 0.0 -81.4 0.0 -249.4 ASD_7 -69.5 0.0 0.0 0.01 0.01 48.11 0.01 0.0 -21.4 ASD 8 -54.7 0.0 0.0 0.01 0.01 0.01 0.01 108.5 53.8 Cladding wt 15; psf AT 19581ft2 -29.37: kip LRFD Max 71.9 kip LRFD Min -326.3 kip ASD Max 53.8 kip ASD Min -249.4 kip MAGNUSSON KLEMENCIC _ ASSOCIATES ■ COMMENT #9 CALCULATIONS Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington Page 83 of 98 KF Comparison BRB MKA Value Star Seismic Values 04/30/15 Diff Kmodel Keff/Kspec Kspec Keff BRB E 1 1.37 1 1.25 1.2S 9.6% BRB E 2 1.37 1 1.2S 1.2S 9.6% BRB E 3 1.37 1 1.2S 1.2S 9.6% BRB E 4 1.37 1 1.2S 1.2S 9.6% BRB E S 1.37 1.01 1.2S 1.26 8.5% BRB E 6 1.37 1.01 1.2S 1.26 8.5% BRB E 7 1.37 1.01 1.25 1.26 8.5% BRB E 8 1.37 1.01 1.25 1.26 8.5% BRB MID 1 1.31 0.99 1.25 1.24 5.9% BRB MID 2 1.31 0.99 1.25 1.24 5.9% BRB MID 3 1.31 1.01 1.25 1.26 3.8% BRB-MID-4 1.31 1.01 1.25 1.26 3.8% BRB N 1 1.28 0.97 1.25 1.21 5.6% BRB N 2 1.28 0.97 1.25 1.21 5.6% BRB N 3 1.28 0.97 1.25 1.21 5.6% BRB N 4 1.28 0.97 1.25 1.21 5.6% BRB N 5 1.28 0.96 1.25 1.20 6.7% BRB N 6 1.28 0.96 1.25 1.20 6.7% BRB N 7 1.28 0.96 1.25 1.20 6.7% BRB N 8 1.28 0.96 1.25 1.20 6.7% BRB S 1 1.28 0.98 1.25 1.23 4.5% BRB S 2 1.28 0.97 1.25 1.21 5.6% BRB S 3 1.28 0.97 1.25 1.21 5.6% BRB S 4 1.28 0.98 1.25 1.23 4.5% BRB S S 1.28 0.97 1.25 1.21 5.6% BRB S 6 1.28 0.96 1.25 1.20 6.7% BRB S 7 1.28 0.96 1.25 1.20 6.7% BRB S 8 1.28 0.96 1.25 1.20 6.7% BRB W 1 1.31 0.99 1.25 1.24 5.9% BRB W 2 1.31 0.98 1.25 1.23 6.9% BRB W 3 1.31 0.98 1.25 1.23 6.9% BRB W 4 1.31 0.98 1.25 1.23 6.9% BRB W 5 1.31 1 1.25 1.25 4.8% BRB W 6 1.31 0.99 1.25 1.24 5.9% BRB W 7 1.31 0.991 1.25 1.24 5.9% BRB W 8 1.31 0.991 1.25 1.24 5.9% Page 84 of 98 'roject: Musuem of Flight co 1.4 p(o 1 -1.47 1.86 --- -1.36 l &Seismic JBrace Casing 3 y y N N 7 7 a E E a) @ m E E U E O O 0N Na 3 o a U m LL v LL. Y U O of m E N 2 N 0 v �. 1° N co E L Fn X O NrnC c01 d0 (D 1 Q/11-10 1-2 1.34 2 Q/11-10 2-R 1.36 3 Q/10-9 1-2 1.33 4 Q/10-9 2-R 1.36 5 Q/9-8 1-2 1.33 6 Q/9-8 2-R 1.36 7 Q/8-7 1-2 1.33 8 Q/8-7 2-R 1.36 9 1/C-6.5 1-2 1.32 10 1/C-8.5 2-R 1.32 11 1/B.5-B 1-2 1.31 12 1/13.5-13 2-R 1.30 13 1/B-A.5 1-2 1.31 14 1/13-A.5 2-R 1.30 15 1/A.5-A 1-2 1.32 16 1/A.5-A 2-R 1.30 17 A/9-10 1-2 1.13 Il A/9-10 2-R 1.14 i A/10-11 1-2 1.13 20 A/10-11 2-R 1.14 21 A/11-12 1-2 1.13 22 A/11-12 2-R 1.14 23 A/12-13 1-2 1.13 24 A/12-13 2-R 1.14 25 21/A-B 1-2 1.32 26 21/A-B 2-R 1.31 27 21/13-C 1-2 1.32 28 21/B-C 2-R 1.31 29 21/C-D 1-2 1.32 30 21/C-D 2-R 1.31 31 21/D-E 1-2 1.32 32 21/D-E 2-R 1.31 33 11/A-B 1-2 1.12 34 11/A-B 2-R 1.13 35 11/13-C.5 1-2 1.12 36 11/B-C.5 2-R 1.14 1.4 -1.34 -1.36 -1.33 -1.36 -1.33 -1.36 -1.33 -1.36 -1.32 -1.32 -1.31 -1.30 -1.31 -1.30 -1.32 -1.30 -1.22 -1.24 -1.22 -1.24 -1.22 -1.24 -1.22 -1.24 -1.32 -1.31 -1.32 -1.31 -1.32 -1.31 -1.32 -1.31 -1.21 -1.22 -1.21 -1.23 -1.47 1.25 0.99 1.00 0.98 0.99 0.98 0.99 0.98 0.99 0.98 0.97 0.97 0.96 1 0.97 0.96 0.98 0.96 1.00 1.01 1.00 1.01 1.00 1.01 1.00 1.01 0.97 0.96 0.97 0.96 0.97 0.96 1 0.97 0.96 0.99 1.01 0.99 1.01 HSS16X0.375 HSS12X12X1/2 HSS16X0.375 HSS12X12X1/2 HSS16X0.375 HSS12X12X1/2 HSS16X0.375 HSS12X12X1/2 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS12X12X1/4 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS12X12X5/16 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS16X0.250 HSS12x12x3/8 HSS16x16x1/2 HSS16x16x1/2 HSS16x16x1/2 HSS16X0.625 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 A.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 .1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 .1.47 1.25 Page 85 of 98 150304 Museum of Flight Combined Eng 04.30.15.xlsm 4/30/2015 MAGNUSSON KLEMENCIC M ASSOCIATES ■ COMMENT #10 CALCULATIONS Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington Page 86 of 98 A_ om in t n, _ m lion ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign ConcDesign AlumDesign ColdDesign GUID Notes Text Text Yes/No Text Text Unitless Text Text Tex Text Text Text EQODRIFT Linear Add No Response Spectrum EQOSCALED 4 None None None None EQ30DRIFT Linear Add No Response Spectrum EQ30SCALED 4 None None None None EQ60DRIFT Linear Add No Response Spectrum EQ605CALED 4 None None None None EQ90DRIFT Linear Add No Response Spectrum EQ90SCALED 4 None None None None EQ120DRIFT Linear Add No Response Spectrum EQ120SCALED 4 None None None None EQISODRIFT Linear Add No Response Spectrum EQ150SCALED 4None None None None EQENVE Envelope No Response Spectrum EQOSCALED 1 None None None None EQENVE Response Spectrum EQ30SCALED 1 EQENVE Response Spectrum EQ60SCALED I EQENVE Response Spectrum EQ90SCALED 1 EQENVE Response Spectrum EQ120SCALED 1 EQENVE Response Spectrum EQ150SCALED I W1A_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 1 None None None None W1A Ph2_GCpi+ Linear Static GCpi+ 1 W18_Ph2_GCpi+ Linear Add No Linear Static WXPH2- I None None None None WIB_Ph2_GCpi+ Linear Static GCpi+ 1 W1C_Ph2_GCpi+ Linear Add No Linear Static WYPH2+ 1 None None None None WIC_Ph2_GCpi+ Linear Static GCpi+ 1 MID _Ph2_GCpi+ Linear Add No Linear Static WYPH2- 1 None None None None WSD_Ph2_GCpi+ Linear Static GCpi+ 1 W2A_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.75 None None None None W2A_Ph2_GCpi+ Linear Static WTX+ 0.75 W2A_Ph2_GCpi+ Linear Static GCpi+ 1 W2B_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.75 None None None None W2B_Ph2_GCpi+ Linear Static WTX- 0.75 W2B_Ph2_GCpi+ Linear Static GCpi+ I W2C_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.75 None None None None W2C Ph2 GCpi+ Linear Static WTX+ 0.75 W2C_Ph2_GCpi+ Linear Static GCpi+ 1 W2D_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.75 None None None None W21) Ph2_GCpi+ Linear Static WTX- 0.75 W2D_Ph2_GCpi+ Linear Static GCpi+ 1 W2E_Ph2_GCpi+ Linear Add No Linear Static WYPH2+ 0.75 None None None None W2E_Ph2_GCpi+ Linear Static WTY+ 0.75 W2E_Ph2_GCpi+ Linear Static GCpi+ I W2F_Ph2_GCpi+ Linear Add No Linear Static WYPH2+ 0.75 None None None None W2F Ph2_GCpi+ Linear Static WTY- 0.75 W2F_Ph2_GCpi+ Linear Static GCpi+ 1 W2G_Ph2_GCpi+ Linear Add No Linear Static WYPH2- 0.75 None None None None W2G_Ph2_GCpi+ Linear Static WTY+ 0.75 W2G_Ph2_GCpi+ Linear Static GCpi+ 1 W2H_Ph2_GCpi+ Linear Add No Linear Static WYPH2- 0.75 None None None None W2H_Ph2_GCpi+ Linear Static WTY- 0.75 W2H_Ph2_GCpi+ Linear Static GCpi+ 1 W3A_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.75 None None None None W3A_Ph2_GCpi+ Linear Static WYPH2+ 0.75 W3A_Ph2_GCpi+ Linear Static GCpi+ 1 W36_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.75 None None None None W3B_Ph2_GCpi+ Linear Static WYPH2- 0.75 W3B_Ph2_GCpi+ Linear Static GCpi+ 1 W3C_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.75 None None None None W3C_Ph2_GCpi+ Linear Static WYPH2+ 0.75 W3C_Ph2_GCpi+ Linear Static GCpi+ 1 W30_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.75 None None None None W3D_Ph2_GCpi+ Linear Static WYPH2- 0.75 W3D_Ph2_GCpi+ Linear Static GCpi+ 1 W4A_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4A_Ph2_GCpi+ Linear Static WYPH2+ 0.563 W4A_Ph2_GCpi+ Linear Static WTX+ 0.563 W4A_Ph2_GCpi+ Linear Static WTY+ 0.563 MA_Ph2_GCpi+ Linear Static GCpi+ 1 W4B_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4B_Ph2_GCpi+ Linear Static WYPH2+ 0.563 W4B_Ph2_GCpi+ Linear Static WTX+ 0.563 W46_Ph2_GCpi+ Linear Static WTY- 0.563 W48_Ph2_GCpi+ Linear Static GCpi+ 1 W4C_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4C_Ph2_GCpi+ Linear Static WYPH2+ 0.563 W4C_Ph2_GCpi+ Linear Static WTX- 0.563 W4C Ph2_GCpi+ Linear Static WTY+ 0.563 W4C_Ph2_GCpi+ Linear Static GCpi+ 1 W4D_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4D_Ph2 GCpi+ Linear Static WYPH2+ 0.563 W4D_Ph2_GCpi+ Linear Static WTX- 0.563 W4D_Ph2_GCpi+ Linear Static WTY- 0.563 Page 87 of 98 W4D_Ph2_GCpi+ Linear Static GCpi+ 1 W4E_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4E_Ph2_GCpi+ Linear Static WYPH2- 0.563 W4E_Ph2_GCpi+ Linear Static WTX+ 0.563 W4E_Ph2_GCpi+ Linear Static WTY+ 0.563 W4E_Ph2_GCpi+ Linear Static GCpi+ 1 W4F_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4F_Ph2_GCpi+ Linear Static WYPH2- 0.563 W4F_Ph2_GCpi+ Linear Static WTX+ 0.563 W4F_Ph2_GCpi+ Linear Static WTY- 0.563 W4F_Ph2_GCpi+ Linear Static GCpi+ 1 W4G_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4G_Ph2_GCpi+ Linear Static WYPH2- 0.563 W4G_Ph2_GCpi+ Linear Static WTX- 0.563 W4G_Ph2_GCpi+ Linear Static WTY+ 0.563 W4G_Ph2_GCpi+ Linear Static GCpi+ 1 W4H_Ph2_GCpi+ Linear Add No Linear Static WXPH2+ 0.563 None None None None W4H_Ph2_GCpi+ Linear Static WYPH2- 0.S63 W4H_Ph2_GCpi+ Linear Static WTX- 0.563 W4H_Ph2_GCpi+ Linear Static WTY- 0.563 W4H_Ph2_GCpi+ Linear Static GCpi+ 1 W41_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563 None None None None W41_Ph2_GCpi+ Linear Static WYPH2+ 0.563 W41_Ph2_GCpi+ Linear Static WTX+ 0.563 W41_Ph2_GCpi+ Linear Static WTY+ 0.563 W41_Ph2_GCpi+ Linear Static GCpi+ 1 W4J_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563None None None None W41_Ph2_GCpi+ Linear Static WYPH2+ 0.563 W4J_Ph2_GCpi+ Linear Static WTX+ 0.563 W4J_Ph2_GCpi+ Linear Static WTY- 0.563 W4J_Ph2_GCpi+ Linear Static GCpi+ 1 W4K_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563 None None None None W4K_Ph2_GCpi+ Linear Static WYPH2+ 0.563 W4K_Ph2_GCpi+ Linear Static WTX- 0.563 W4K_Ph2_GCpi+ Linear Static WTY+ 0.563 W4K_Ph2_GCpi+ Linear Static GCpi+ 1 W41-_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563 None None None None W41-_Ph2_GCpi+ Linear Static WYPH2+ 0.563 W4L_Ph2_GCpi+ Linear Static WTX- 0.563 W4L_Ph2_GCpi+ Linear Static WTY- 0.563 W4L_Ph2_GCpi+ Linear Static GCpi+ 1 W4M_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563 None None None None W4M_Ph2_GCpi+ Linear Static WYPH2- 0.563 W4M_Ph2_GCpi+ Linear Static WTX+ 0.563 W4M_Ph2_GCpi+ Linear Static WTY+ 0.S63 W4M_Ph2_GCpi+ Linear Static GCpi+ 1 W4N_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563 None None None None W4N_Ph2_GCpi+ Linear Static WYPH2- 0.563 W4N_Ph2_GCpi+ Linear Static WTX+ 0.563 W4N_Ph2_GCpi+ Linear Static WTY- 0.563 W4N_Ph2_GCpi+ Linear Static GCpi+ 1 W40_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563 None None None None W40_Ph2_GCpi+ Linear Static WYPH2- 0.563 W40_Ph2_GCpi+ Linear Static WTX- 0.563 W40_Ph2_GCpi+ Linear Static WTY+ 0.563 W40_Ph2_GCpi+ Linear Static GCpi+ 1 W4P_Ph2_GCpi+ Linear Add No Linear Static WXPH2- 0.563 None None None None W4P_Ph2_GCpi+ Linear Static WYPH2- 0.563 W4P_Ph2_GCpi+ Linear Static WTX- 0.563 W4P_Ph2_GCpi+ Linear Static WTY- 0.563 W4P_Ph2_GCpi+ Linear Static GCpi+ 1 WSA_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 1 None None None None WSA_Ph2_GCpi- Linear Static GCpi- 1 WSB_Ph2_GCpi- Linear Add No Linear Static WXPH2- 1 None None None None W1B_Ph2_GCpi- Linear Static GCpi- 1 W1C_Ph2_GCpi- Linear Add No Linear Static WYPH2+ 1 None None None None W1C_Ph2_GCpi- Linear Static GCpi- 1 W1D_Ph2_GCpi- Linear Add No Linear Static WYPH2- 1 None None None None WSD_Ph2_GCpi- Linear Static GCpi- 1 W2A_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.75 None None None None W2A_Ph2_GCpi- Linear Static WTX+ 0.75 W2A_Ph2_GCpi- Linear Static GCpi- 1 W2B_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.75 None None None None W213_Ph2_GCpi- Linear Static WTX- 0.75 W2B_Ph2_GCpi- Linear Static GCpi- 1 W2C_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.75 None None None None W2C_Ph2_GCpi- Linear Static WTX+ 0.75 W2C_Ph2_GCpi- Linear Static GCpi- 1 Page 88 of 98 W2D_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.75 None None None None W2D_Ph2_GCpi- Linear Static WTX- 0.75 W2D_Ph2_GCpi- Linear Static GCpi- 1 W2E_Ph2_GCpi- Linear Add No Linear Static WYPH2+ 0.75 None None None None W2E_Ph2_GCpi- Linear Static WTY+ 0.75 W2E_Ph2_GCpi- Linear Static GCpi- 1 W2F_Ph2_GCpi- Linear Add No Linear Static WYPH2+ 0.75 None None None None W2F_Ph2_GCpi- Linear Static WTY- 0.75 W2F_Ph2_GCpi- Linear Static GCpi- 1 W2G_Ph2_GCpi- Linear Add No Linear Static WYPH2- 0.75 None None None None W2G_Ph2_GCpi- Linear Static WTY+ 0.75 W2G_Ph2_GCpi- Linear Static GCpi- 1 W2H_Ph2_GCpi- Linear Add No Linear Static WYPH2- 0.7S None None None None W2H_Ph2_GCpi- Linear Static WTY- 0.75 W2H_Ph2_GCpi- Linear Static GCpi- 1 W3A_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.75 None None None None W3A_Ph2_GCpi- Linear Static WYPH2+ 0.75 W3A_Ph2_GCpi- Linear Static GCpi- 1 W3B_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.75 None None None None W3B_Ph2_GCpi- Linear Static WYPH2- 0.75 W3B_Ph2_GCpi- Linear Static GCpi- 1 W3C Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.75 None None None None W3C_Ph2_GCpi- Linear Static WYPH2+ 0.75 W3C_Ph2_GCpi- Linear Static GCpi- 1 W3D_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.75 None None None None W3D_Ph2_GCpi- Linear Static WYPH2- 0.75 W3D_Ph2_GCpi- Linear Static GCpi- 1 MA_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None MA_Ph2_GCpi- Linear Static WYPH2+ 0.563 MA_Ph2_GCpi- Linear Static WTX+ 0.563 W4A_Ph2_GCpi- Linear Static WTY+ 0.563 MA_Ph2_GCpi- Linear Static GCpi- 1 W4B_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None W4B_Ph2_GCpi- Linear Static WYPH2+ 0.563 W4B_Ph2_GCpi- Linear Static WTX+ 0.563 W4B_Ph2_GCpi- Linear Static WTY- 0.563 W4B_Ph2_GCpi- Linear Static GCpi- 1 W4C_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None W4C_Ph2_GCpi- Linear Static WYPH2+ 0.563 W4C_Ph2_GCpi- Linear Static WTX- 0.563 W4C_Ph2_GCpi- Linear Static WTY+ 0.563 W4C_Ph2_GCpi- Linear Static GCpi- 1 W4D_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None W4D_Ph2_GCpi- Linear Static WYPH2+ 0.563 W4D_Ph2_GCpi- Linear Static WTX- 0.563 W4D Ph2_GCpi- Linear Static WTY- 0.563 W40_Ph2_GCpi- Linear Static GCpi- 1 W4E_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None W4E_Ph2_GCpi- Linear Static WYPH2- 0.563 W4E_Ph2_GCpi- Linear Static WTX+ 0.563 W4E_Ph2_GCpi- Linear Static WTY+ 0.563 W4E_Ph2_GCpi- Linear Static GCpi- 1 W4F_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None W4F_Ph2_GCpi- Linear Static WYPH2- 0.563 W4F_Ph2_GCpi- Linear Static WTX+ 0.563 W4F_Ph2_GCpi- Linear Static WTY- 0.563 W4F_Ph2_GCpi- Linear Static GCpi- 1 W4G_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None W4G_Ph2_GCpi- Linear Static WYPH2- 0.563 W4G_Ph2_GCpi- Linear Static WTX- 0.563 W4G_Ph2_GCpi- Linear Static WTY+ 0.563 W4G_Ph2_GCpi- Linear Static GCpi- 1 W4H_Ph2_GCpi- Linear Add No Linear Static WXPH2+ 0.563 None None None None W4H_Ph2_GCpi- Linear Static WYPH2- 0.563 W4H_Ph2_GCpi- Linear Static WTX- 0.563 W4H_Ph2_GCpi- Linear Static WTY- 0.563 W4H_Ph2_GCpi- Linear Static GCpi- 1 W41_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None None None None W41_Ph2_GCpi- Linear Static WYPH2+ 0.563 W41_Ph2_GCpi- Linear Static WTX+ 0.563 W41_Ph2_GCpi- Linear Static WTY+ 0.S63 W41_Ph2_GCpi- Linear Static GCpi- 1 W41_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None None None None W4J_Ph2_GCpi- Linear Static WYPH2+ 0.563 W4J_Ph2_GCpi- Linear Static WTX+ 0.563 W41_Ph2_GCpi- Linear Static WTY- 0.563 W41_Ph2_GCpi- Linear Static GCpi- 1 W4K_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None None None None Page 89 of 98 W4K_Ph2_GCpi- Linear Static WYPH2+ 0.563 W4K_Ph2_GCpi- Linear Static WTX- 0.563 W4K_Ph2_GCpi- Linear Static WTY+ 0.563 W4K_Ph2_GCpi- Linear Static GCpi- 1 W4L_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None W4L_Ph2_GCpi- Linear Static WYPH2+ 0.563 W4L_Ph2_GCpi- Linear Static WTX- 0.563 W4L_Ph2_GCpi- Linear Static WTY- 0.563 W4L_Ph2_GCpi- Linear Static GCpi- 1 W4M_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None W4M_Ph2_GCpi- Linear Static WYPH2- 0.563 W4M_Ph2_GCpi- Linear Static WTX+ 0.563 W4M_Ph2_GCpi- Linear Static WTY+ 0.563 W4M_Ph2_GCpi- Linear Static GCpi- 1 W4N_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None W4N_Ph2_GCpi- Linear Static WYPH2- 0.563 W4N_Ph2_GCpi- Linear Static WTX+ 0.563 W4N_Ph2_GCpi- Linear Static WTY- 0.563 W4N_Ph2_GCpi- Linear Static GCpi- 1 W40_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None W40_Ph2_GCpi- Linear Static WYPH2- 0.563 W40_Ph2_GCpi- Linear Static WTX- 0.563 W40_Ph2_GCpi- Linear Static WTY+ 0.563 W40_Ph2_GCpi- Linear Static GCpi- 1 W4P_Ph2_GCpi- Linear Add No Linear Static WXPH2- 0.563 None W4P_Ph2_GCpi- Linear Static WYPH2- 0.563 W4P_Ph2_GCpi- Linear Static WTX- 0.S63 W4P_Ph2_GCpi- Linear Static WTY- 0.563 W4P_Ph2_GCpi- Linear Static GCpi- 1 WEnvePh2 Envelope No Response Combo WSA_Ph2_GCpi+ 1 None WEnvePh2 Response Combo W1B_Ph2_GCpi+ 1 WEnvePh2 Response Combo W1C_Ph2_GCpi+ 1 WEnvePh2 Response Combo W1D_Ph2_GCpi+ 1 WEnvePh2 Response Combo W2A_Ph2_GCpi+ 1 WEnvePh2 Response Combo W2B_Ph2_GCpi+ 1 WEnvePh2 Response Combo W2C_Ph2_GCpi+ 1 WEnvePh2 - Response Combo W213_Ph2_GCpi+ 1 WEnvePh2 Response Combo W2E_Ph2_GCpi+ 1 WEnvePh2 Response Combo W2F_Ph2_GCpi+ 1 WEnvePh2 Response Combo W2G_Ph2_GCpi+ 1 WEnvePh2 Response Combo W2H_Ph2_GCpi+ 1 WEnvePh2 Response Combo W3A_Ph2_GCpi+ 1 WEnvePh2 Response Combo W3B_Ph2_GCpi+ 1 WEnvePh2 Response Combo W3C_Ph2_GCpi+ 1 WEnvePh2 Response Combo W31)_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4A_Ph2_GCpi+ 1 WEnvePh2 Response Combo W413_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4C_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4D_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4E_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4F_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4G_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4H_Ph2_GCpi+ 1 WEnvePh2 Response Combo W41_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4J_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4K_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4L_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4M_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4N_Ph2_GCpi+ 1 WEnvePh2 Response Combo W40_Ph2_GCpi+ 1 WEnvePh2 Response Combo W4P_Ph2_GCpi+ 1 WEnvePh2 Response Combo W1A_Ph2_GCpi- 1 WEnvePh2 Response Combo W1B_Ph2_GCpi- 1 WEnvePh2 Response Combo W1C_Ph2_GCpi- 1 WEnvePh2 Response Combo WSD_Ph2_GCpi- 1 WEnvePh2 Response Combo W2A_Ph2_GCpi- 1 WEnvePh2 Response Combo W2B_Ph2_GCpi- 1 WEnvePh2 Response Combo W2C_Ph2_GCpi- 1 WEnvePh2 Response Combo W2D_Ph2_GCpi- 1 WEnvePh2 Response Combo W2E_Ph2_GCpi- 1 WEnvePh2 Response Combo W2F_Ph2_GCpi- 1 WEnvePh2 Response Combo W2G_Ph2_GCpi- 1 WEnvePh2 Response Combo W2H_Ph2_GCpi- 1 WEnvePh2 Response Combo W3A_Ph2_GCpi- 1 WEnvePh2 Response Combo W3B_Ph2_GCpi- 1 WEnvePh2 Response Combo W3C_Ph2_GCpi- 1 WEnvePh2 Response Combo W313_Ph2_GCpi- 1 WEnvePh2 Response Combo W4A_Ph2_GCpi- 1 None None None None None None None None None None None None None None None None None None Page 90 of 98 WEnvePh2 Response Combo W4B_Ph2_GCpi- 1 WEnvePh2 Response Combo W4C_Ph2_GCpi- 1 WEnvePh2 Response Combo W4D_Ph2_GCpi- 1 WEnvePh2 Response Combo W4E_Ph2_GCpi- 1 WEnvePh2 Response Combo W4F_Ph2_GCpi- 1 WEnvePh2 Response Combo W4G_Ph2_GCpi- 1 WEnvePh2 Response Combo W4H_Ph2_GCpi- 1 WEnvePh2 Response Combo W41_Ph2_GCpi- 1 WEnvePh2 Response Combo W4J_Ph2_GCpi- 1 WEnvePh2 Response Combo W4K_Ph2_GCpi- 1 WEnvePh2 Response Combo W4L_Ph2_GCpi- 1 WEnvePh2 Response Combo W4M_Ph2_GCpi- 1 WEnvePh2 Response Combo W4N_Ph2_GCpi- 1 WEnvePh2 Response Combo W40_Ph2_GCpi- 1 WEnvePh2 Response Combo W4P_Ph2_GCpi- 1 W1A Phi Linear Add No Linear Static WXPH1+ 1 None W1B_Phl Linear Add No Linear Static WXPH1- 1 None WiC_Phl Linear Add No Linear Static WYPH1+ 1 None WiD Phi Linear Add No Linear Static WYPH1- 1 None MA Phi Linear Add No Linear Static WXPH1+ 0.75 None W3A_Phl Linear Static WYPHi+ 0.75 W38 Phi Linear Add No Linear Static WXPH1+ 0.75 None W38_Phl Linear Static WYPHi- 0.75 W3C_Phl Linear Add No Linear Static WXPHl- 0.75 None WX Phi Linear Static WYPHi+ 0.75 W3D_Phl Linear Add No Linear Static WXPH1- 0.75 None W3D_Phl Linear Static WYPHi- 0.75 WSC_Phl_ALT Linear Add No Linear Static WYPHI+ALT 1 None WEnvePhl Envelope No Response Combo W1A_Phi 1 None WEnvePhl Response Combo W1B_Phi 1 WEnvePhl Response Combo W1C_Phl 1 WEnvePhl Response Combo WSD_Phi 1 WEnvePhl Response Combo MA Phi 1 WEnvePhl Response Combo W38 Phi 1 WEnvePhl Response Combo W3C_Phi 1 WEnvePhl Response Combo W3D_Phi 1 WEnvePhl Response Combo WSC_Phl_ALT 1 None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None Page 91 of 98 e EI Case Type InitialCond ModalCase BaseCase DesTypeOpt DesignType DesActOpt DesignAct AutoType RunCase CaseStatus GUID Notes Text Text Text Text Text Text Text Text Text Text Yes/No Text Text Text DEAD UnStatic Zero Frog Det DEAD Prog Det Non -Composite None Yes Finished MODAL UnModal Zero Prog Det QUAKE Frog Det Other None Yes Finished EQOFULL LinRespSpec MODAL Prog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQYFULL LinRespSpec MODAL Prog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQOFULL LinRespSpec MODAL Prog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQ30FULL UnRespSpec MODAL Frog Det QUAKE Prog Det Short -Term Composite None Yes Finished EQ60FULL LinRespSpec MODAL Frog Det QUAKE Prog Det Short -Term Composite None Yes Finished EQ90FULL LinRespSpec MODAL Frog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQ120FULL LinRespSpec MODAL Prog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQ150FULL LinRespSpec MODAL Prog Det QUAKE Prog Det Short -Term Composite None Yes Finished EQOSCALED UnRespSpec MODAL Frog Det QUAKE Prog Det Short -Term Composite None Yes Finished EQ30SCALED UnRespSpec MODAL Frog Det QUAKE Prog Det Short -Term Composite None Yes Finished EQ60SCALED LinRespSpec MODAL Frog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQ90SCALED LinRespSpec MODAL Prog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQ120SCALED LinRespSpec MODAL Prog Det QUAKE Frog Det Short -Term Composite None Yes Finished EQ150SCALED LinRespSpec MODAL Prog Det QUAKE Prog Det Short -Term Composite None Yes Finished WXPH3+ UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WXPHI- UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WYPHS+ UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WYPH1- UnStatic Zero Prog Det WIND Frog Det Short -Term Composite None Yes Finished WXPH2+ UnStatic Zero Prog Det WIND Frog Det Short -Term Composite None Yes Finished WXPH2- UnStatic Zero Prog Det WIND Prog Det Short -Term Composite None Yes Finished WYPH2+ UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WYPH2- UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WTX+ UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WTX- UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WTY+ UnStatic Zero Prog Det WIND Frog Det Short -Term Composite None Yes Finished WTY- UnStatic Zero Prog Det WIND Frog Det Short -Term Composite None Yes Finished GCpi+ UnStatic Zero Prog Det WIND Frog Det Short -Term Composite None Yes Finished GCpi- UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WYPHI+ALT UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WYPHS-ALT UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WYPH2+ALT UnStatic Zero Prog Det WIND Frog Det Short -Term Composite None Yes Finished WYPH2-ALT UnStatic Zero Frog Det WIND Frog Det Short -Term Composite None Yes Finished WXPHI+ALT UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WXPHI-ALT UnStatic Zero Frog Det WIND Prog Det Short -Term Composite None Yes Finished WXPH2+ALT UnStatic Zero Frog Det OTHER Prog Det Other None Yes Finished WXPH2-ALT UnStatic Zero Prog Det OTHER Frog Det Other None Yes Finished SNOW UnStatic Zero Prog Det SNOW Frog Det Short -Term Composite None Yes Finished Page 92 of 98 TABLE: Element Forces -Frames Frame Station OutputCase CaseType StepType P Text in Text Text Text Kip BRB_E_1 0 EQENVE Combination Max 263.2 BRB_E_2 0 EQENVE Combination Max 265.4 BRB_E_3 0 EQENVE Combination Max 266.3 BRB_E 4 0 EQENVE Combination Max 263.7 BRB E 5 0 EQENVE Combination Max 253.5 BRB E 6 0 EQENVE Combination Max 236.0 BRB E 7 0 EQENVE Combination Max 235.4 BRB E 8 0 EQENVE Combination Max 255.2 BRB N 1 0 EQENVE Combination Max 187.8 BRB N 2 0 EQENVE Combination Max 188.1 BRB_N_3 0 EQENVE Combination Max 186.1 BRB N 4 0 EQENVE Combination Max 184.8 BRB N 5 0 EQENVE Combination Max 175.2 BRB N 6 0 EQENVE Combination Max 157.1 BRB N 7 0 EQENVE Combination Max 159.4 BRB N 8 0 EQENVE Combination Max 167.9 BRB_S_1 0 EQENVE Combination Max 105.2 BRB S 2 0 EQENVE Combination Max 105.2 BRB_S_3 0 EQENVE Combination Max 105.9 BRB S 4 0 EQENVE Combination Max 106.0 BRB S 5 0 EQENVE Combination Max 92.6 BRB S 6 0 EQENVE Combination Max 87.1 BRB S 7 0 EQENVE Combination Max 86.4 BRB_S_8 0 EQENVE Combination Max 92.4 BRB W 1 0 EQENVE Combination Max 215.9 BRB W 2 0 EQENVE Combination Max 217.7 BRB W 3 0 EQENVE Combination Max 240.3 BRB W 4 0 EQENVE Combination Max 218.3 BRB W 5 0 EQENVE Combination Max 214.8 BRB W 6 0 EQENVE Combination Max 208.2 BRB W 7 0 EQENVE Combination Max 206.4 BRB W 8 0 EQENVE Combination Max 214.3 BRB MID 1 0 EQENVE Combination Max 513.3 BRB_MID 2 0 EQENVE Combination Max 513.3 BRB MID 3 0 EQENVE Combination Max 463.2 BRB MID 4 0 EQENVE Combination Max 475.1 BRB E 1 0 WEnvePh2 Combination Max 171.7 BRB E 2 0 WEnvePh2 Combination Max 173.2 BRB E 3 0 WEnvePh2 Combination Max 173.8 BRB E 4 0 WEnvePh2 Combination Max 172.1 BRB E 5 0 WEnvePh2 Combination Max 160.7 BRB E 6 0 WEnvePh2 Combination Max 149.6 BRB E 7 0 WEnvePh2 Combination Max 149.3 BRB E 8 0 WEnvePh2 Combination Max 161.8 Page 93 of 98 BRB N 1 0 WEnvePh2 Combination Max 169.0 BRB N 2 0 WEnvePh2 Combination Max 169.3 BRB N 3 0 WEnvePh2 Combination Max 167.5 BRB N 4 0 WEnvePh2 Combination Max 166.3 BRB N 5 0 WEnvePh2 Combination Max 138.2 BRB N 6 0 WEnvePh2 Combination Max 123.9 BRB N 7 0 WEnvePh2 Combination Max 125.7 BRB N 8 0 WEnvePh2 Combination Max 132.4 BRB S 1 0 WEnvePh2 Combination Max 103.6 BRB S 2 0 WEnvePh2 Combination Max 103.5 BRB S 3 0 WEnvePh2 Combination Max 104.2 BRB S 4 0 WEnvePh2 Combination Max 104.4 BRB S 5 0 WEnvePh2 Combination Max 59.9 BRB S 6 0 WEnvePh2 Combination Max 56.3 BRB 5 7 0 WEnvePh2 Combination Max 55.9 BRB-5-8 0 WEnvePh2 Combination Max 59.8 BRB W 1 0 WEnvePh2 Combination Max 190.1 BRB W 2 0 WEnvePh2 Combination Max 191.8 BRB W 3 0 WEnvePh2 Combination Max 211.7 BRB W 4 0 WEnvePh2 Combination Max 192.2 BRB W 5 0 WEnvePh2 Combination Max 153.2 BRB W 6 0 WEnvePh2 Combination Max 148.5 BRB W 7 0 WEnvePh2 Combination Max 147.2 BRB W 8 0 WEnvePh2 Combination Max 152.8 BRB—MID-1 0 WEnvePh2 Combination Max 488.9 BRB—MID-2 0 WEnvePh2 Combination Max 488.9 BRB MID 3 0 WEnvePh2 Combination Max 352.8 BRB—MID-4 0 WEnvePh2 Combination Max 361.8 Page 94 of 98 MAGNUSSON KLEMENC[C _ ASSOCIATES ■ COMMENT # 1 1 CALCULATIONS Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington Page 95 of 98 SAP2000 Lateral Model - Drift Tracking Location p C1 a a a C a 0 MAX DRIFT = 13.1" MAX DRIFT = 14.7" MAX DRIFT RESULTANT = % DRIFT = 2.06% MAX DRIFT RESULTANT = 18.4" % DRIFT = 1.88% DRIFTX =11.1" MAX DRIFT Y = 15.0" MAX DRIFT RESULTANT = 19.5" % DRIFT = 1.85% MAX DRIFT X = 12.5" DRIFTY = 16.0" MAX DRIFT RESULTANT = 19.6" % DRIFT = 2.04% MAX DRIFT = 16.4" I '119 X DRIFT RESULTANT = 17.6" DRIFT = 2.53% MAX DRIFT X = 6.8" 1 IMAX DRIFT X = 7.2" 1 DRIFT = 10.6" TABLE: Joint Displacements proof = 1053.7 in Joint OutputCase CaseType StepType Drift X Drift Y Drift Resultant Story Drift Text Text Text Text (in) (in) (in) % 90 EQODRIFT Combination Max 9.843258 8.365737 12.918 1.23% 90 EQ30DRIFT Combination Max 7.982562 2.898254 8.492 0.81% 90 EQ60DRIFT Combination Max 9.595825 8.547066 12.850 1.22% 90 EQ90DRIFT Combination Max 11.052962 13.900625 17.759 1.69% 90 EQ120DRIFT Combination Max 11.412532 15.149958 18.968 1.80% 90 EQ150DRIFT Combination Max 12.448486 15.006696 19.498 1.85% 90 W1A_Ph2_GCpi+ Combination 1.535948 -1.383724 2.067 0.20% 90 W1B_Ph2_GCpi+ Combination -1.729699 0.864278 1.934 0.18% 90 W1C_Ph2_GCpi+ Combination -0.448901 1.596488 1.658 0.16% 90 W1D_Ph2_GCpi+ Combination 1.393923 -3.36706 3.644 0.35% 90 W2A_Ph2_GCpi+ Combination 1.135838 -1.064439 1.557 0.15% 90 W2B_Ph2_GCpi+ Combination 1.195586 -1.087586 1.616 0.15% 90 W2C_Ph2_GCpi+ Combination -1.313397 0.621562 1.453 0.14% 90 W2D_Ph2_GCpi+ Combination -1.25365 0.598415 1.389 0.13% 90 W2E_Ph2_GCpi+ Combination -0.335264 1.149905 1.198 0.11% 90 W2F_Ph2_GCpi+ Combination -0.316797 1.197488 1.239 0.12% 90 W2G_Ph2_GCpi+ Combination 1.046854 -2.572756 2.778 0.26% 90 W2H_Ph2_GCpi+ Combination 1.065321 -2.525173 2.741 0.26% 90 W3A_Ph2_GCpi+ Combination 0.793813 0.233423 0.827 0.08% 90 W3B_Ph2_GCpi+ Combination 2.175931 -3.489238 4.112 0.39% 90 W3C_Ph2_GCpi+ Combination -1.655422 1.919424 2.535 0.24% 90 W3D Ph2_GCpi+ Combination -0.273304 -1.803237 1.824 0.17% 90 W4A_Ph2_GCpi+ Combination 0.579434 0.138202 0.596 0.06% 90 W4B_Ph2_GCpi+ Combination 0.593297 0.173922 0.618 0.06% 90 W4C_Ph2_GCpi+ Combination 0.624285 0.120827 0.636 0.06% 90 W4D_Ph2_GCpi+ Combination 0.638148 0.156546 0.657 0.06% 90 W4E_Ph2_GCpi+ Combination 1.616944 -2.656275 3.110 0.30% 90 W4F_Ph2_GCpi+ Combination 1.630807 -2.620556 3.087 0.29% 90 W4G_Ph2_GCpi+ Combination 1.661795 -2.673651 3.148 0.30% 90 W4H_Ph2_GCpi+ Combination 1.675658 -2.637932 3.125 0.30% 90 W41_Ph2_GCpi+ Combination -1.259125 1.403827 1.886 0.18% 90 W4J_Ph2_GCpi+ Combination -1.245262 1.439546 1.903 0.18% 90 W4K_Ph2_GCpi+ Combination -1.214274 1.386451 1.843 0.17% 90 W4L_Ph2_GCpi+ Combination -1.200412 1.422171 1.861 0.18% 90 W4M_Ph2_GCpi+ Combination -0.221615 -1.39065 1.408 0.13% 90 W4N_Ph2_GCpi+ Combination -0.207752 -1.354931 1.371 0.13% 90 W4O_Ph2_GCpi+ Combination -0.176764 -1.408026 1.419 0.13% 90 W4P_Ph2_GCpi+ Combination -0.162902 -1.372307 1.382 0.13% 90 W1A_Ph2_GCpi- Combination 1.450059 -1.088326 1.813 0.17% 90 W1B_Ph2_GCpi- Combination -1.815589 1.159676 2.154 0.20% 90 W1C_Ph2_GCpi- Combination -0.534791 1.891885 1.966 0.19% 90 W1D_Ph2_GCpi- Combination 1.308033 -3.071663 3.339 0.32% 90 W2A_Ph2_GCpi- Combination 1.049948 -0.769042 1.301 0.12% 90 W26 Ph2_GCpi- Combination 1.109696 -0.792189 1.363 0.13% 90 W2C_Ph2_GCpi- Combination -1.399287 0.916959 1.673 0.16% 90 W2D_Ph2_GCpi- Combination -1.339539 0.893812 1.610 0.15% 90 W2E_Ph2_GCpi- Combination -0.421154 1.445302 1.505 0.14% 90 W2F_Ph2_GCpi- Combination -0.402687 1.492886 1.546 0.15% 90 W2G_Ph2_GCpi- Combination 0.960964 -2.277359 2.472 0.23% 90 W2H_Ph2_GCpi- Combination 0.979431 -2.229775 2.435 0.23% 90 W3A_Ph2_GCpi- Combination 0.707923 0.528821 0.884 0.08% 90 W3B Ph2_GCpi- Combination 2.090041 -3.1938411 3.8171 0.36% Page 97 of 98 90 W3C_Ph2_GCpi- Combination -1.741312 2.214821 2.817 0.27% 90 W3D_Ph2_GCpi- Combination -0.359194 -1.50784 1.550 0.15% 90 MA_Ph2_GCpi- Combination 0.493545 0.4336 0.657 0.06% 90 WO Ph2_GCpi- Combination 0.507407 0.469319 0.691 0.07% 90 W4C_Ph2_GCpi- Combination 0.538395 0.416224 0.681 0.06% 90 W4D_Ph2_GCpi- Combination 0.552258 0.451943 0.714 0.07% 90 W4E_Ph2_GCpi- Combination 1.531055 -2.360878 2.814 0.27% 90 W4F_Ph2_GCpi- Combination 1.544917 -2.325158 2.792 0.26% 90 W4G_Ph2_GCpi- Combination 1.575905 -2.378253 2.853 0.27% 90 W4H_Ph2_GCpi- Combination 1.589768 -2.342534 2.831 0.27% 90 W41_Ph2_GCpi- Combination -1.345015 1.699225 2.167 0.21% 90 W4J_Ph2_GCpi- Combination -1.331152 1.734944 2.187 0.21% 90 W4K_Ph2_GCpi- Combination -1.300164 1.681849 2.126 0.20% 90 W4L_Ph2 GCpi- Combination -1.286302 1.717568 2.146 0.20% 90 W4M_Ph2_GCpi- Combination -0.307505 -1.095253 1.138 0.11% 90 W4N_Ph2_GCpi- Combination -0.293642 -1.059534 1.099 0.10% 90 IW40 Ph2GCpi- Combination -0.262654 -1.112629 1.143 0.11% 90 W4P Ph2_GCpi- Combination -0.248791 -1.076909 1.105 0.10% Page 98 of 98 t ■ Memo MAGNUSSON KLEMENCIC ASSOCIATES Strudural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle Woshinqton 98101-2699 T: 206 292 1200 F: 206 292 1201 W: www.mko.com TO Corbin Hammer, P.E., S.E. DATE 4/13/2015 FROM Derek Beaman, P.E., S.E. PAGE 1 OF 1 PROJECT Museum of Flight Covered Airpark PROJECT # 99321.00 SUBJECT Supplemental Calculations — Permit Responses (D15-0017) As a follow-up to our conversation last week regarding the column loads along Grid 1 1, please refer to the attached supplemental calculations. Included. within the supplemental calculations are the determination and validation of the column loads, pile cap checks, a revised column load summary plan, column checks, and base plate checks. Also please refer to the revised structural drawings (electronic copy attached, hard copy to follow) that document the corresponding changes to the piles and pile caps at Grids G.5-1 1 and M.5-1 1. DMB/dmb cc: Nathan Messmer, SRG C:\Users\dmb\Documents\Museum of Flight\Museum of Flight Supplemental Calculations_MKA 13 Apr 2015.docx RECEIVED CITY OF TUKWILA MAY 282015 PERMIT CENTER D E"EM E E'teiy�% v 2015 REID MIDDLETON, INC. b 15%,- 00 19 l Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT F. �� �� SHEET LOCATION CLIENT DATE � �-cc-Nr2.�`C �SS�SSr�nF N� = Co►+�►f� t�1G '�T—��� �,R.��-}�+4,u4 � TWo CxsM1PAje-IS tJS' ,pt'Yl. MAM. J—K�MAibx- S�(QlA �.1JC�- N rzoo'F C k� �O /SSv t� I S Ct?i�S U G �i T�FFo". PIDD h-1onl (34- 7W- P F�2c)P CO L4 i nk , W IT►- fU U— S► ;D4 LclkD COA-C 1 DF/2ED . 711-F, 2 C©MPA-(Z-ISOQ IS MADE. Wn-4 Ab1) D r4"�r- I'NG MA�Tv'21&A'S .s iEiJT'(LE Rom, w rr1 ' Full- S k)(;kj ipAro .�- { Ma_ 2- )F 0rLS �CWO*Tt-Y Fp-o^ AA14D N -c- 13eckusrL- of- -m4 E- Co„ m gwwr, *r4T- Extw eVF-2 Tp+c-- SNpP0f-T-1C0L14MtJ . If\3 -1-4tS f�cS hg0d , -TVF- P-64Fcno.,j V,� 7-4E 1ri1► €egg SwPr&P-T- 1S G Q EAR -TWI W91 ' W41C+ IS CAICALpMD Row,, -Qj mpU TF.IgutR-1e A-x cgtcutTAi.LC_ IZF-F NSC. M WIu>►6-Cl 3-2 —C CALCL I,m-j j�c Cowmi J Res E ZEACTtoMs . Att PELEL 4 4r f -rr,crjoW AtE WEY" FRIN 7b Df ArJaK R-ow Of-tr iOrL- PQf1wJcF SEE THE FOLLOWING PAGES FOR SUPPORTING CALCULATIONS Comment #18 Response - Page 1 of 23 t Design Sheet PROJECT LOCATION CLIENT 79' MAGNUSSON =E KLEMENCIC . Fn ASSOCIATES Structural + Civil Engineers SHEET DATE BY2 I V < �IJ_ Co�bw,A L— ,gJJ - 3q SL '. ZS Fsf L l ; ( jF Reduced Roof Live Load :bArc,4s t -o4d�S L--' No`i -1 4JIl-c ovt 144 )ot,li Fn►vw 14w st!1kt4� A• Awe -- �2t7,Sr• Qjs' 9iogo Jp . - SL.� I(o10 SF•LS' P1F� �.ii.3 �� �) ft4DL= S43.ssv, P AJJeJ b j Sc14fAu-S t: w ,• 11�.5 •l�'P `� `I 36 .SF �cw Dk L+ b L: `1 36 S P • 11 OP = 10 6. 5" k,ty j4141 The wl DL U4.2. -hV?! -VI D6.S -h.iw �71,7 kip D ! 49N A jr,6 : i.117,V% 78' _ g73 S F � ��' pti 3 fF • �.s Psi = �.1 I, g �;y�-.. I.Oqd)J pL- 28*73 &F • oSPsF� 133,E , s onse Page 2 of 23 Design Sheet PROJECT !a f r LOCATION MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers SHEET CLIENT DATE 'j��z �S BY Tr&,,j (0)PVA4 L-pgh (011,04St A;+ k1wti4- A: 1101 d fF b1,= Z.66,1 -k 5 L-- 1m71,)'% la"uc aj (-s11 l DL¢ SL s 54 )Y' 1,0�4 Dl= 151,1" t 114.111: "il q,II .77 DX+sL-- i 5-94 "' jA#tiv ,d1A4 n�� 4zs�,N .6�` 61-T % Comment #18 Response - Page 3 of 23 Design Sheet MAGNUSSON KLEMENCIC., ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSONKLEMENCIC ASSOCIATES ■ Result Comparison - Hand Calculation to SAP20O0 MegaTruss Reactions Structural+ Civil Engineers PROJECT MdF — LOCATION T A V- .., CLIENT S SHEET DATE pc f. /W is BY (DM �4k,k.. -- P FTc*- Sf-(!�-uetxe- A W rr g St�ow ' C.5 CASE Sr��a s� W tl� SN26SO {OAD 2(a 2& 177 277 1*36 24 PEP M,5 S. 25 PsF ' w SDI. �'NoQ - 277 Z77 S-\A 15 MAk-ma-1Prt,s A, AD Sr,1oW LOAD SDL = 3 psP C SAS 4� egg (26 Snlo�J 29 7 333 S--L) ISM 19�. sa9 6y5 555 Z Comment #18 Response - Page 5 of 23 Design Sheet PROJECT LOCATION WN 2IC. SHEET Ltv-wiL%4 �a, CLIENT ge—G DATE 04 i10115 BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers o Ft rJ P- "(,Ts-. MF-&A ass (2aAv► r, 2EkOot 1s w 1kolVID , -Rwo am I wr-e ewrlmc*o SIbW4 ori mroutm Rov— us vo I N 1'tlir,-- Ft3peli.- M E-6RT(z-uss Ah3pr ,L*�i1 s � NC) Fi,«Iv*n a4 I Dc-s1o� is &-s fo u_oti z ST:>L ^ q PSF M- RAAsE-1 PEF SIC) STD L = 11 ej F ACTQ;-4e!,E 2, ��w = ZS Psrr ��►s-r t,J�►.��-� = 31,E �� Iq 25 Ps 5% 7s, rrF P4 Z bL +M",25 25 j°sF CCo,(INLE To .37) �., S,�eti✓ = 25 PJF (ChO 6cc,012- ��—VAAIC CorA*rX,-t-f(T1W' �N 2 S cam,, = 2S (>s F �p j2 u ITS (�Jc3 t— `Dt, 'Does NaT 1aC1,vq)L- S-�.I J, -- 3f,1GfFr Fi;.R- -TPIS U iS wta- iz* P" sft,1*74-+'loA (kvt� pt©cJL`r� 5 c.5 1 bL- r 2(.0"- 27kk 157 Comment #18 Response - Page 6 of 23 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Description: GRID M.5-11 Bearing Column, W14X398 Column Base Reaction ----> Loa Top of Pile Cap Re 674.00 r197 -82.70 2768 2768 33.25 25 -92.02 -69.19 1-766.02 `219.7 ,-366.19 SAP2000 Base Reactions PC8 Pile Cap Weight Trib Area (ft2) Additional Joist Sets w (psf) Add Joist Add Joist Reaction J Case ----> D L Lr S W+ W- I EQ+ EQ- action----> '-848.7 , _ 0.0--219.7 -366.2 -809 892 -1266 1258 SUM LRFD_1 -1188.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1188.2 LRFD_2a -1018.5 0.0 0.0 -183.1 0.0 0.0 0.0 0.0 -1201.6 LRFD_2b -1018.5 0.0 -109.9 0.0 0.0 0.0 0.0 0.0 -1128.3 LRFD_3a 1 -1018.5 0.0 0.0 -585.9 0.0 0.0 0.0 0.0 -1604.4 LRFD_3b -1018.5 0.0 -351.5 0.0 0.01 0.0 0.0 0.0 -1370.0 LRFD_3c -1018.5 0.0 0.0 -585.9 -404.5 0.0 0.0 0.0 -2008.9 LRFD_3d -1018.5 0.0 -351.5 0.0 -404.5 0.0 0.0 0.0 -1774.5 LRFD_4a -1018.5 0.0 0.0 -183.1 -809.0 0.0 0.0 0.0 -2010.6 LRFD_4b -1018.5 0.0 -109.9 0.0 -809.0 0.0 0.0 0.0 -1937.3 LRFD_5 -1173.6 0.0 0.0 -73.2 0.0 0.0 -1266.0 0.0 -2512.8 LRFD_6 -763.8 0.0 0.0 0.0 0.0 892.0 0.0 0.0 128.2 LRFD_? -608.7 0.0 0.0 0.0 0.0 0.0 0.0 1258.0 649.3 ASD_1 -848.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -848.7 ASD_2 -848.7 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -848.7 ASD_3a -848.7 0.0 0.0 -366.2 0.0 0.0 0.0 0.0 -1214.9 ASD_3b -848.7 0.0 -219.71 0.0 0.0 0.0 0.0 0.0 -1068.4 ASD_4a -848.7 0.0 0.0 -274.6 0.0 0.0 0.0 0.0 -1123.4 ASD_4b -848.7 0.0 -164.8 0.0 0.0 0.0 0.0 0.0 -1013.5 ASD_5a -848.7 0.0 0.0 0.0 -485.4 0.01 0.0 0.0 -1334.1 ASD_5b -957.3 0.0 0.0 0.0 0.0 0.0 -886.2 0.0 -1843.5 ASD_6a1 -848.7 0.0 0.0 -274.6 -364.1 0.0 0.0 0.0 -1487.4 ASD_6a2 -848.7 0.0 -164.8 0.0 -364.1 0.0 0.0 0.0 -1377.6 ASD_6b -926.3 0.0 0.0 -274.6 0.0 0.0 -664.7 0.0 -1865.6 ASD_7 -509.2 0.0 0.0 0.0 0.0 535.2 0.0 0.0 26.0 ASD 8 -400.6 0.0 0.0 0.01 0.01 0.01 0.01 880.6 480.0 LRFD Max 649.3 kip LRFD Min -2512.8 kip ASD Max 480.0 kip ASD Min -1865.6 kip Allowable Pile Capacity 225 kip Pifes Required 8.29' -Need to provide (C9 pile cap) Description: GRID C.5-11 Bearing Column, W14X342 Column Base Reaction ----> Loa Top of Pile Cap Re '541.00 168 -43.54 2768 2768 33.25 25 -92.02 -69.19 633.021 4421 ; 237 19 SAP2000 Base Reactions PC8 Pile Cap Weight Trib Area (ft2) Additional Joist Sets w (psf) Add Joist Add Joist Reaction d Case ----> D L Lr S W+ W- EQ+ EQ- action ----> '-676.6 0.0 44.2.3 -237.2 -35 363 SUM LRFD_1 -947.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -947.2 LRFD_2a -811.9 0.0 0.0 -118.6 0.0 0.0 0.0 0.0 -930.5 LRFD_2b -811.9 0.0 -71.2 0.0 0.0 0.0 0.0 0.0 -883.0 LRFD_3a 1 -811.9 0.0 0.0 -379.5 0.0 0.01 0.0 0.0 -1191.4 LRFD_3b -811.9 0.0 -227.7 0.0 0.0 0.0 0.0 0.0 -1039.6 LRFD_3c -811.9 0.0 0.0 -379.5 -17.5 0.0 0.0 0.0 -1208.9 LRFD_3d -811.9 0.0 -227.7 0.0 -17.5 0.0 0.0 0.0 -1057.1 LRFD_4a -811.9 0.0 0.0 -118.6 -35.0 0.0 0.0 0.0 -965.5 LRFD_4b -811.9 0.0 -71.2 0.0 -35.0 0.0 0.0 0.0 -918.0 LRFD_5 1 -935.5 0.0 0.0 -47.4 0.0 0.01 0.0 0.0 -983.0 LRFD_6 -608.9 0.0 0.01 0.0 0.0 363.01 0.0 0.0 -245.9 LRFD_7 -485.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -485.2 ASD_1 -676.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -676.6 ASD_2 -676.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -676.6 ASD_3a -676.6 0.0 0.0 -237.2 0.0 0.0 0.0 0.0 -913.7 ASD_3b -676.6 0.0 -142.3 0.0 0.01 0.0 0.0 0.0 -818.9 ASD_4a -676.6 0.0 0.0 -177.9 0.0 0.01 0.0 0.0 -854.4 ASD_4b -676.6 0.0 -106.7 0.0 0.0 0.0 0.0 0.0 -783.3 ASD_5a -676.6 0.0 0.0 0.0 -21.0 0.0 0.0 0.0 -697.6 ASD_5b -763.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -763.1 ASD_6a1 -676.6 0.0 0.0 -177.9 -15.8 0.0 0.0 0.0 -870.2 ASD_6a2 1 -676.6 0.0 -106.7 0.0 -15.8 0.0 0.0 0.0 799.0 ASD_6b -738.4 0.01 0.0 -177.9 0.0 0.01 0.0 0.0 916.3 ASD_7 -405.91 0.01 0.01 0.0 0.0 217.8 0.01 0.0 188.1 ASD 8 -319.41 0.01 0.01 0.0 0.0 0.01 0.01 0.0 319.4 LRFD Max -245.9 kip LRFD Min -1208.9 kip ASD Max -188.1 kip ASD Min -916.3 kip Allowable Pile Capacity 225 kip Piles Required) 4.07 `Providid:PC-5 pHi cap isO Description: GRID G.5-11 Bearing Column, W14X550 W/ SIDE PLATES Column Base Reaction ----> Loa Top of Pile Cap Re -608.00 =645 -82.70 `,-608.00 -387.Ob �45.00 SAP2000 Base Reactions PC8 Pile Cap Weight d Case ----> D L Lr S W+ W- EQ+ EQ- action ----> (690.7 0.0 3$7A -645.0 716 SUM LRFD_1 -967.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -967.0 LRFD_2a -828.8 0.0 0.0 -322.5 0.0 0.0 0.0 0.0 -1151.3 LRFD_2b -828.8 0.0 -193.5 0.0 0.0 0.0 0.0 0.0 -1022.3 LRFD_3a 1 -828.8 0.0 0.0 -1032.0 0.0 0.01 0.0 0.0 -1860.8 LRFD_3b -828.8 0.0 -619.2 0.0 0.0 0.0 0.0 0.0 -1448.0 LRFD_3c -828.8 0.0 0.0 -1032.0 0.0 0.0 0.0 0.0 -1860.8 LRFD_3d -828.8 0.0 -619.2 0.0 0.0 0.0 0.0 0.0 -1448.0 LRFD_4a -828.8 0.0 0.0 -322.5 0.0 0.0 0.0 0.0 -1151.3 LRFD_4b -828.8 0.0 -193.5 0.0 0.0 0.0 0.0 0.0 -1022.3 LRFD-5 1 -955.1 0.0 0.0 -129.0 0.0 0.0 0.0 0.0 -1084.1 LRFD_6 -621.6 0.0 0.01 0.0 0.0 716.0 0.0 0.0 94.4 LRFD_7 -495.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -495.4 ASD_1 -690.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -690.7 ASD-2 -690.7 0.0 0.0 0.01 0.0 0.0 0.0 0.0 -690.7 ASD_3a -690.7 0.0 0.0 -645.0 0.0 0.01 0.0 0.0 -1335.7 ASD_3b 1 -690.7 0.0 -387.0 0.0 0.0 0.0 0.0 0.0 -1077.7 ASD_4a -690.7 0.0 0.0 -483.8 0.0 0.0 0.0 0.0 -1174.5 ASD_4b -690.7 0.0 -290.3 0.0 0.0 0.0 0.0 0.0 -981.0 ASD_5a -690.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -690.7 ASD_5b -779.1 0.0 0.01 0.0 0.0 0.0 0.0 0.0 -779.1 ASD_6a1 -690.7 0.0 0.0 -483.8 0.01 0.0 0.0 0.0 -1174.5 ASD_6a2 -690.7 0.0 -290.3 0.0 0.0 0.0 0.0 0.0 -981.0 ASD_6b -753.8 0.0 0.0 -483.8 0.0 0.0 0.0 0.0 -1237.6 ASD_7 -414.41 0.0 0.0 0.0 0.0 429.6 0.01 0.0 15.2 ASD 8 -326.01 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -326.0 LRFD Max 94.4 kip LRFD Min-1860.8 kip ASD Max 15.2 kip ASD Min-1335.7 kip Allowable Pile Comp 225 kip '#t-Piles Required) 13.54) Need-to,provide PW,6ile cap) BRB ase Plate Design - revises Permit Calculations p 2.12 Phase 2 Gravity Loads @ Gravity -Only Columns = 110 kip = 18 kip B-B,IIfi. S = 45 kip x, TOPOFGRADE BM = D - 18 ip DL = 82 kip iOP OFPRE LAP EL=1SBIf! ttT 50U1NOF taloELn 1g,912' nPsouTHOFCRm 1x is•Du mli / coa/ LL = kip LL = 11 kip :,D A a / Gev PDa _ __. _._ / PCx S 92 k S = 26 kip GL21 &Q ---.__M].'BF OP OF / 16'ON ROLIO PRE � / b / 16 DN PLUAw PRE TOP NORTH OF BMEL•1TL 12' WNn, y2dr11] ! CB' ttP NORTH OF GRDn �P\ _ _--.--.. / j / / PLfi /// j / 7i0P OF PILE CAP D. 1? /_._ / ! 2 NRdvnl _._._ttP NORTH DFDRID n__._.7— _ _ —/ GI-1 & Q GL 11 & N 5 PW - ^ j Nza m� i En�au• / / i / i / i l j�/i , l / i j i j i ., / n, ^ e. - ----- — — — — --- %'PAvl9csue i—�--'--/---- /—�---- - f'--�--�. - /— vW / r-r-----"F- —_ - i---------- r---- Mso--/-- DL = 225 kip a' PW ! WRda1fi;— / ' ---�---'------------_�--_ `'--1'----_ LL = 56 kip j BL2d,n,= ----- - I S = 139 kip IN PC 7� ------------� •----�--- Comment #18 Edit: DL��=67`fin1 - _/-- -_ _.--7 m PD) DL = 608 kip C1\ 27 kip j a - -- f- -i LL=387kIP --'r- --/-S = 3%y. -r-------r----i ----i -----r----l----�-------�--- ' 0 S = 645 kip/ PD] 6 En sEE n E z -- --- 1----' ------t._---- -- L— ___._.T_ PW — — — — — — — — — --- -7----/ r-- ; — � DL=124klp DL =><kip - a�OF CAPaGRAOEBAI �� j / / / ; / / / / /„ems / / / / / s-B,zT.PALDNDC,,,D, / i LL = 22 kip - m j J GL 11 &G.S -- / S = 56 kip -- �-- -------- -- - - -- a --- - PW to /l / // 6 _ I � H A. -1w---- -�! Comment #18 Edit: DL = kip _---/' -- -1' - -�---- --- --- i-- - ---- f---- --- !-"- ---------- - -- 2uuv I W j Pc i j / / / j j i j / / P0�~ . DL = 633 kip LL = kip 1YP BEARING COL _ Pcx / LL = 142 kip S = 1 1 k: a - ------ - ad.,)li i --- / S=237kIpP - ---- -- j - ----' ---- ' ----' --- ---- ----r aa<.nt ._@NORTH&SOUTH ------ r - 7- r--- / r--- ; 2 17 rcorxcAPRaxAAouxDFEARt,EROF,gsLAe, // / ,r. wxd.n /---- --- S = 1 6 kip --° „ GL 11 &C.5 --- -- i---- AHLHD s. z<n, ^ — — —i" P i / / . / / YdIH PUH NOT DEAENr BO rH4 LANE LOADWOY -- - -- — -- — --- — -- / / / / / DL 225 I / / / / / / / / E%TENTANDOIMEw9X]NB PEA -- = /' APRONINBTALIALpN / PC — / ----r /CQVIIUCrOR TosEaENCE.APRaNR _ _ _ — — NOT DEBIONEDM LL 56 ki / .('^ / / / Nor suBlEcrroPlA,;E LasD Pcz / wzd.ut wzd.nl / / / j / ; / / -' a / P9a —`FEEva yr GA =i j / / i GL 1 & A PNORTNOFMID I/ pi GL 21 & A Ged GBN / GBf - GBd - G05 GR5 - GB9 i / / Gd PczCO / II.4 / II-B' / xx' 9' ! Y1�9• // ll 9• ! ]3'.g• / <5' fi' / xY 9' / ]T 9' / P2 B' i xx' ff / YY g' / II 9' B�/ xY.9' / Y!'.9' / xY.ff / 1Y.g / ]T-g / }T.9' / TOP OF PILE CAP A MADE 7 E. 1101W ttP ALONG BM GNO 21 d d d d d B iOP OF PILE GPEL•1-2' N—THOFGRIDId---- / , / d i0P0i CRAOE OM EL=1g912'j -B .CFGND 15 d �iOP OF fAPOE EMEL=fi'd112'; IYPNORIH Of GRID 15 9 d0 DL 1 kip DL = 111 kip LJ LL - kip LL = 17 kip = 18 p DL =111 kip S = 2 ki S = 43 kip LL = kip LL = 17 kip S = 43 kip BRB ise Plate Design - revises Permit Calculations p 2.1 Phase 2 Gravity Loads @ BRBF Pile Caps DL = DL = 55 kl oL 43 S = 2 kip 6•DNP E z / LL=4kiP ur 781ap s-3kl pjI�' E i/ PG9 _ ------------:\— S=9kip s 9, BRB_MID_3 PG91—"---- ---- --- —— - IN: , / - ---- ttP kA 0 MIDO PC / --- - BRB W_5 i BRB_W 3 ii - P - - - - es LL 8kki I - / i / i ( � / / i-- - -- / PG,; . BE,wEEN - SLr - � Kip LL = 28 kip i 7-- �/. PTEFRGPB S=70kip b _.- _.- _.- -.-.- - t- _ _._.�._.- _ -,_. S' I,zl,cDu wLEB nrxt% -/ -/ . _ .� -.- - -r._._ _ �_.-._ _ _ _ _ _ T._._ _ - _-,--.-._ gTGONIIt DPTION,PILEGP% BRB_MID 1- i SE-11ON PEEsur/ e T Be sufisnnrtEP DL = 194 kipi DL - ki - 796 kip K o, , i % i j LLr = 194 kip DL kip _ _ - - J r7TS 4891' DL = 1" kip (7 5 83 kip ; j j / j / j / j l j / j / , / l i 6 22 kip - - -- ---- -- -- -- BRB S 1 -- - - - - --- -i -- - -L ._._BRBrN-5- -- S = 56 kip — -- DL =130 kip --- / ---- -r Ip DL z2k,p-- ---r 7/.----------r--- / / / / l l /_._ _._ L _._-_ _. / / l .1.- _ _.! _ _._ _/_ _ , ILL CO p i ffi j / / / DPSBa'nEBFNd \ - 83 S - S ,i-._ _ / / % / / /1 //.- - _ / / //- _ / / �_ _ _ / / i BE1V cEN PIlEGPB=_ 6 YM1PPTE BEAM - _ _ -— - _— r-------------. r--- y-----. ---- f——r----/--------+--BRB N 3— PG -- - — ----- -- --BRB S 3—�-------- - s --- PG9 i , l 6 ' DL - p DL= 130 kip LLr 22 k - P -._.-.L _ _.-! _._ _.1 - _.-. L _._ _._ 5 - 56 k, s 201 Ip- - - - -- ---- - / -7 k.p , Lr / Poz , %/ =83 BRB N 1 PG -- - - --BRB S 5 ----T -- -- --- 7-- -- +- -- -----j--- -7 - - -- t-- - i-- - -y - - - - r -- - -r- -- i - --- r ----,-----i---- ?-_ - - m - - -- -- - - j p DL = 133 kip L r = kip LL = 22 ki P s 8 P ----i-----L----L---------'---_�-___L__.__i__.__1 F i --- -------+----L---- --- -- S=56kip I-- / --I-------,/-----7- % , 7----/ /---- � -- T--._._; -7--- J--.-.-. ._ 7----� ----j --- / T---._.-7---- (10 IFDNPILF9er KID. -v.Prni eEnu / / AT ),—°°r'D"•P�G"P BEnr1:ENPILEG; , ; / ; BEBIIBBnME➢ / ttPiUL�LONGWGAIO,, �No --4.--./ A/ 6 / / / / % / j / 7 / BETWEEN PILEGN$ BRB_E 1 BRB_E 3 BRB E 5 ttPu upxGGUDN j --! / s -. _._._ _. _. ._.i\ry kp z ipDr - 92 k'P \J LLr - 78 k,IPP ,e V Ll zt = 78 S - 28 - 78 DP DL =144 kip LL = 19 kip DL = 156 kip LL = 19 kip S = 48 kip LL = 62 kip S = 48 kip S=95kip 0 0 3 3 cu 00 M m yr 'D 0 En v, m C w CO m w o_ N w Column C.5-11 Design Selection W14X342 E 29000 Fy 50 ksi Cb 1 _c 1 Forlshapes mb 0.9 Oc 0.9 Strong -axis Bending Strength Weak -axis Bending Strength Axial Strength H1.1 Interaction Check 1) Yielding 1) Yielding KxLx 822 strong axis effective length, in Pr 1156.6 kip KyLy 505 weak axis effective length, in Mrx k-ft Mp 33600 k-in Mp 16900 k-in Mry k-ft KL/rx 117.8 2) Lateral -Torsional Buckling 2) Flange Local Buckling KL/ry 119.1 Pr/Pc 0.719 Fe 20.18 ksi Mrx/Mcx 0.000 Lbx 505 in For Future Work Mry/Mcy 0.000 Lpx 179.7 in Flange Q DCR 0.719 Lrx 1653.9 in b/t 3.01 mMn 15210 k-in 0.56*(E/Fy; 13.49 Inelastic Buckling 1267.5 k-ft 1.03*(E/Fy: 24.81 Mn 30495 k-in Cl, 1 Elastic Buckling Web Q Fcr 117.53 ksi Ae,guess f 101.00 Must iterate for value off(use Excel "Solver") Mn 33600 k-in Pn, guess 1200.731 f 11.89 mMn 30240.0 k-in b/t 8.16 2520.0 k-ft 1.49*(E/Fy 35.88 Web be 12.56 AQ 101.00 in2 7 4.6E-05 Cla 1.000 Q 1.000 Q*Fy/Fe 2.48 Fcr 17.69 ksi Pn 1787.2 kip CDPn 1608.5 kip AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 3.32 Ahd 7.22 OK? OK Web slenderness check h/tw 8.16 Ca 0.719 Xhd 41.00 OK? OK 0 0 3 3 m 00 X m io 0 m w co m o_ N w Column M.5-11 Design Selection W14X398 E 29000 Fy 50 ksi Cb 1 _c 1 Forlshapes mb 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 40050 k-in 2) Lateral -Torsional Buckling Lbx 495 in Lpx 182.7 in Lrx 1894.0 in Inelastic Buckling Mn 36931 k-in Elastic Buckling Fcr 136.91 ksi Mn 40050 k-in (DMn 36045.0 k-in 3003.8 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check AISC 341-10 Checks 1) Yielding KxLx 826'strong axis effective length, in Pr 1696.5'kip KyLy 495:weak axis effective length, in Mrx k-ft For Highly Ductile Members: Mp 20100 k-in Mry k-ft Flange slenderness check KL/rx 115.4 b/t 2.91 2) Flange Local Buckling KL/ry 114.8 Pr/Pc 0.854 Xhhd 7.22 Fe 21.51 ksi Mrx/Mcx 0.000 OK? OK For Future Work Mry/Mcy 0.000 Flange Q DCR 0.854 Web slenderness check b/t 2.60 h/tw 7.12 mMn 18090 k-in 0.56*(E/Fy; 13.49 Ca 0.854 1507.5 k-ft 1.03*(E/Fy. 24.81 Xhd 38.49 Q, 1 OK? OK Web Q Ae,guess 117.061 Must iterate for value of f (use Excel "Solver") Pn, guess 1200.73 f 10.26 b/t 7.12 1.49*(E/Fy: 35.88 Web be 12.60 Ae 117.00 in2 7.9E-OS Q. 1.000 Q 1.000 Q*Fy/Fe 2.32 Fcr 18.86 ksi Pn 2206.7 kip mPn 1986.1 kip 7 IL 3 m o--< �-• O z CD 0 cn _ w sC m � W O Ali r 5 Q W I m Gra, Only Baseplate Design - revises Permit Calculations A-2 Gravity -Only Column Baseplate Design SHAPE N B Pu Fy d bf m n n' P„ (D,PP X A Ao-Odc An' 1 Min W14X550; 22 20 1762 50 '20,2 7' 172 3.405. f3.12 4,66 10 U f0.626 i0.490$ W14X341, 22 20 1209 50 17.5 16.4 16875 e1.44 4.24 l 1,24 4.24 1.48 W14X132 22 20 1356 50 14.7 14.7 4.0175 4.12 3.68 1 3.68 4.12 1.52 W24X207 27 16 419 50 25.7 13 1.2925 2.8 4.57 1 4.57 4.57 0.95 W24X131 27 16 246 50 24.5 12.9 1.8625 2.84 4.44 1 4.44 4.44 0.71 n 0 3 3 m 3 00 M (D N 0 O 7 O (D w CD m tprov OK? 1 / ' KI 1.75 OK 1.000K col @GL1&A 1.00 OK typical bearing column along GL 18, 21 BRP . ase Plate Design - revises Permit Calculations pp 41 -o 4.6-11 Column Size Pudn Puup 661.8 Baseplate Design Type kips kips Seismic? Vu (combo) bf d A-09 W24X162 B 916 500 L 259.0 13 25 A-11 W24X162 G 146 0 L 492.0 13 25 A-13 W24X162 B 916 500 L 259.0 13 25 G-01 W24X192 A 767 325 L 81.0 13 25.5 G-21 W24X229 A 767 325 L 133.0 13.1 26 1-01 W24X192 F 223 0 L 157.0 13 25.5 1-21 W24X192 F 223 0 L 256.0 13 25.5 K-01 W24X250 A 767 325 L 81.0 13.2 26.3 K-21 W24X229 A 767 325 L 133.0 13.1 26 M.5-11� ;W14X455,� C !2513� 'S9� (L) 451.1 16.8) 119) Q-11 (D) W14X455 D 2131 1717 L 661.8 16.8 19 o 3 Q-7 W24X162 E 701 535 L 181.0 13 25 CD Q-9 W24131 H 60 0 L 348.0 12.9 24.5 00 M CD Cn a 0 CO CO m w m V O_ N W tf k1 1.22 1.22 1.22 1.22 1.22 1.22 1.46 1.46 1.73 1.73 1.46 1.46 1.46 1.46 1.89 1.89 1.73 1.73 3.21 3.21 1.22 1.22 0.96 0.96 0 3 3 a 4t 00 M CD 0 0 U) w co w m OD o_ N CJ BRP. ase Plate Design - revises Permit Calculations pp 41 --o 4.6-11 16 B (Hard Input) N (combo) t (Hard Input) pl id et 14 41 2.5 3 5 PL2.5x14x3'-5" 3 14 41 1 3 5 PL1x14x3'-5" 3 14 41 2.5 3 5 PL2.5x14x3'-5" 3 14 41 2.25 3 5 PL2.25x14x3'-5" 2.75 14 41 2 3 5 PL2x14x3'-5" 2.5 14 41 1.25 3 5 PL1.25x14x3'-5" 2.75 14 41 1.25 3 5 PL1.25x14x3'-5" 2.75 14 43 2.25 3 7 PL2.25x14x3'-7" 3.35 14 41 2 3 5 PL2x14x3'-5" 2.5 18; 34) i4� 2) ;10) _PL4x18x2'-10", 2.5) 18 34 4 2 10 PL4x18x2'-10" 2.5 14 41 2.5 3 5 PL2.5x14x3'-5" 3 14 41 0.75 3 5 PL0.75x14x3'-5" 3.25 18 da Nbolts V Nbolts T 1.75 4 4 0.75 4 4 1.75 4 4 1.25 4 4 1.25 4 4 0.75 4 4 0.75 4 4 1.25 4 4 1.25 4 4 '2) 4) 2.5 4 6 1.75 4 4 0.75 4 4 0 0 3 3 CD 00 M CD 0 0 7 N (D w m cfl o_ N CO BRB' ise Plate Design - revises Permit Calculations pp 4.66o 4.6-11 Compression tension Fyb Fub hef Fy m n n' X lambda I tmin mo tmin 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 2.296993 3.625 2.398743 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 0.91704 3.625 0 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 2.296993 3.625 2.398743 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 2.04401 3.3875 1.869503 105 125 12 50 8.15 1.76 4.613838 0.891151 1 8.15 1.986132 3.15 1.802776 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 1.102143 3.3875 0 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 1.102143 3.3875 0 105 125 12 50 9.0075 1.72 4.658058 0.890011 1 9.0075 2.143446 4.0075 2.033402 105 125 12 50 8.15 1.76 4.613838 0.891151 1 8.15 1.986132 3.15 1.802776 105) ;125) 1� 'S0) .975� 2.28° 4.46654 10.996224) j s `7.9751 ;3.406905 ;2.97- (2.0835 105 125 12 50 7.975 2.28 4.466542 0.996224 1 7.975 3.137296 2.975 3.551413 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 2.009421 3.625 2.481279 105 125 12 50 8.8625 1.84 4.444449 0.903801 1 8.8625 0.604066 3.8625 0 BRB' ise Plate Design - revises Permit Calculations pp 4.6 - -0 4.6-11 n O 3 3 CD OD M CD 8 0 CD �n N O O_ N CO tDCR bearing be 36 5 brgDCR Tension AR Shear AR Pullout treq treq DCR ex Al A2 Pbrg DCR Tu phiTn Vu phiVn Abrgreq'd 2.399 2.500 0.96 -2.5 574 574 1585.675 0.58 125 169.1214 0 87.94312 6.040 0.917 1.000 0.92 -2.5 574 574 1585.675 0.09 0 31.06311 0 16.15282 1.109 2.399 2.500 0.96 -2.5 574 574 1585.675 0.58 125 169.1214 0 87.94312 6.040 2.044 2.125 0.91 -2.5 574 574 1585.675 0.48 81.25 86.28642 0 44.86894 3.082 1.986 2.000 0.99 -2.5 574 574 1585.675 0.48 81.25 86.28642 0 44.86894 3.082 1.102 1.125 0.88 -2.5 574 574 1585.675 0.14 0 31.06311 0 16.15282 1.109 1.102 1.125 0.88 -2.5 574 574 1585.675 0.14 0 31.06311 0 16.15282 1.109 2.143 2.250 0.95 -3.5 602 602 1663.025 0.46 81.25 86.28642 0 44.86894 3.082 1.986 2.000 0.99 -2.5 574 574 1585.675 0.48 81.25 86.28642 0 44.86894 3.082 (3.407) `3.500) '0.85) ;1) 1,612) :2448 `3381.3) (0.74) 147.7 (220.$9323 10) ;114,8645) 7.889) 3.551 3.625 0.89 1 612 2448 3381.3 0.63 286.1667 345.1457 0 179.4758 12.327 2.481 2.500 0.99 -2.5 574 574 1585.675 0.44 133.75 169.1214 0 87.94312 6.040 0.604 0.625 0.81 -2.5 574 574 1585.675 0.04 0 31.06311 0 16.15282 1.109 0 O 3 3 CD 00 M CD CO O U) m m CD m N_ R. N W BRBI&se Plate Design - revises Permit Calculations pp V 'o 4.6-11 AR DCR Base welds Tu/flg (weld 0.60 436.15 23.56 0.00 436.15 23.56 0.60 436.15 23.56 0.90 521.95 23.08 0.90 623.2325 22.74 0.00 521.95 23.08 0.00 521.95 23.08 0.90 686.07 22.62 0.90 623.2325 22.74 (0.Sf ;1483.02- `27.18� 0.73 1483.02 27.18 0.68 436.15 23.56 0.00 340.56 23.88 min weld s #Shear Studs Req'd 9 16 9 30 9 16 11 6 14 8 11 10 11 16 15 6 14 8 27 28a 27 40 9 12 7 22 Pile Cap PC9 Design for Downward Forces Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LDM ######## ID: PC9 f, 4 ksi P, 2835 k Pile Cap Cntr Offset, X h 74 in Aa, 1111.8 in' Pile Cap Cntr Offset, Y L, 192 in rprc 18.81 In (these affect layout plot only) Ly 128 in du, 2.64 in h_, 4 in £(P.x) 0 k-in pile tol 3 in £(P.y) 0 k-in Fr 60 ksi 0 in 0 In x in y in Pax k A,,, In2 P.x k.(n P.y k.in bau in r,, in x- in Y- in t) deg C-1 k hm , In b-, I in IcF,, k OCR T k T, k T, k 0 -48 315.0 201.1 0 -15120 51.00 8.00 24.19 67.36 58 371.4 15.18 16 371.7 0.999 196.8 0.6 -196.8 0 0 315.0 201.1 0 0 3.00 8.00 -23.81 67.36 90 315.0 23.81 16 582.9 0.540 0.0 0.6 0.0 0 48 315.0 201.1 0 15120 51.00 8.00 24.19 67.36 58 371.4 15.18 16 371.7 0.999 196.8 0.0 196.8 -80 -48 315.0 201.1 -25200 -15120 96.30 8.00 69.48 67.36 27.2 689.1 28.15 16 689.1 1.000 612.9 -525.6 -315.3 -80 0 315.0 201.1 -25200 01 83.00 8.00 56.19 67.36 35.5 542.4 22.21 16 543.7 0.998 441.6 -441.6 0.0 -80 481 315.0 201.1 -25200 15120 96.30 8.00 69.48 67.36 27.2 689.1 28AS 16 689.1 1.000 612.9 -525.6 315.3 80 -48 315.0 201.1 25200 -15120 96.30 8.00 69.48 67.36 27.2 689.1 28.15 16 689.1 1.D00 612.9 S2S.6 -315.3 80 0 315.0 201.1 25200 0 83.00 8.00 56.19 67.36 35.5 542.4 22.21 16 543.7 0.998 441.6 441.6 0.0 80 48 315.0 201.1 25200 15120 96.30 8.00 69.48 67.36 27.2 689.1 28.15 16 689.1 1.000 612.9 525.6 315.3 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 CL 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0. 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 01 3.001 0.00 -IS.811 67.361 901 0.01 15.811 01 0.01 0.0001 0.0 0.0 0.0 0 01 3.001 0.00 -15,811 67.361 901 0.01 15.811 01 0.01 0.0DO1 0.0 0.0 0.0 300 I 801 -Ir 100 -80 -100 l 60 • 40 II I 20 { -80 -60 -40 -20 0 10 40 60 80 -10 I� I -40� • • �0 1 s.wu Sum T: Pile Cap depth 74.0 in Zone: k Pile Embed 4.0 in x < 0-1492.8 Top of Pile to reinf 2.0in x>0 1492.8 d 68.0 in y<0 -627.5 y > 0 827.5 Relnfordn¢ Rad: T k Aur in' Ama in' Akra+o in' Amd in' Arad In'/h x-dir: 1492.8 33.17 29.01 17.05 33.17 3.110 y-dir: 827.5 18.39 24.52 25.57 25.57 1.598 xdir: y-dir: SPCG 6 SPCG 6 Bar Size 11 Bar Size 8. Count 22 Count 33 Spacing 5.904762 in Spacing 5.875 in Aprov 34.32 (n' Aprov 26.07 in' DCR 0.967 DCR 0.981 Length 225.0 In Length 152.0 Weight 2191.6Ib Weight 1116.1Ib Cont Volume 3052.4 h3 38.98 ydz Rebar Quantity 3307.7 lb 84.9 # / Ydn User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. Comment #18 Response -Page 22 of 23 Pile Cap PC9 Design for Uplift Forces Museum of Flight - Covered Airpark 1Pile cap depth is reduced by 6" to Pile Cap Design by Strut -and -Tie account for top of plate washer at LDn4 Janchor rods from bottom of pile cop ######## ID: PC9 f , 4 ks' PIN 480 k Pile Cap Cntr Offset, X 0 in h ` 68 in A"e 188.2 in' Pile Cap Cntr Offset, Y 0 in L. 192 In r. 7.74 in (these affect layout plot only) LT 128 in dxz 1.09 in h_� 4 In E(P.x) 1.82E-12 II -In pile tol 3In E(P.y) 0k-in BRB Uplift Demand = 480 kip Fr 60 ks; divided equally between (9) piles x in y in P"x k A.4e k.in P.y k.in boa In rpik In X- in Y- In "I) deg C.. k h-t- In b-, in fF,, k OCR T k T" k Tr k 0 -48 53. 201.1 0 -2560 53.00 8.00 35.26 62.91 58.7 62.4 2.56 16 62.6 0.997 32.4 0.0 -32. 0 0 53.3 201.1 0 0 3.00 8.00 -12.74 62.91 90 53.3 12.74 16 311.9 0.171 0.0 0.0 0. 0 48 53.3 201.1 0 2560 51.00 8.00 35.26 62.91 58.7 62.4 2.56 36 62.6 0.997 32.4 0.0 32.4 -80 -48 53.3 201.1 -4266.67 -2560 96.30 8.00 80.55 62.91 35.9 91.0 3.73 16 91.3 0.997 73.7 -63.2 -37.9 -80 0 53.3 201.1 -4266.67 0 83.00 8.00 67.26 62.91 41 81.3 3.36 16 82.2 0.990 61.4 -61.4 0.6 -80 481 53.3 201.1 -4266.671 2560 96.301 8.00 80.5sl 62.91 35.9 91.01 3.73 16 91.3 0.997 73.7 -63.21 37.9 80 -48 53.3 201.1 4266.667 -2560 96.30 8.00 80.SS 62.91 35.9 91.0 3.73 16 91.3 0.997 73.7 63.2 -37.9 80 0 53.3 201.1 4266.667 0 83.00 8.00 67.26 62.91 41 81.3 3.36 16 82.2 0.990 61.4 61.4 0. 80 48 53.3 201.1 4266.667 2560 96.30 8.00 80.55 62.91 35.9 91.0 3.73 16 91.3 0.997 73.7 63.2 37.9 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.D00 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.D0 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0. 0.0 0.0 0.0 01 0 3.001 0.00 -4.741 62.91 90 0.01 4.741 01 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0. 0.0 0.0 0. too .l 80 { I 60 i I 40 4 20 4 oil- -�- -100 -80 -60 -40 -20 0 20 40 60 80 1t I -20 I -40 { I -60 1 -80 4 I -100 U.991 Sum T: Pile Cap depth 68.0 in Embed 4.0 in Top of Pile to reinf 2.0 in AZone:kPile d 62.0 in Rninf-dnv Red- rTnP RFINF RFn'n rnA RRRF I IPI IFT rAPArITV1 T k Aue In' A.n in' Al p in' Ara" In' Arp4 in'/ft x-dir: 187.7 4.17 5.56 15.67 15.67 1.469 y-dir: 108.2 2.41 3.21 23.50 23.50 1.469 x-dir: y-dir. SPCG 6 SPCG 6 0 Bar Size 8 Bar Size 8 Count 22 Count 33 Spacing 5.904762 in Spacing 5.875 in Aprov 17.38 in' Aprov 26.07 In' OCR 0.901 OCR 0.901 Length 216.0 in Length 152.0 Weight 1057.3 lb Weight 1116.1 lb Conc Volume 967.1 ft3 35.82 yd' Rebar Quantity 2173.4 lb 60.7 # / yd' User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. Comment #18 Response - Page 23 of 23 Museum of Flight Covered Airpark Permit Reference D15-0017 Supplemental Calculations by Magnusson Klemencic Associates, Inc. 3.;Oe I Des-oo18 RECEIVED CITY OF TUKWILA MAY 2 8 2015 PERMIT CENTER y 2 0" 2015 REID MiIDDLETON, INC. Table of Contents Page Responseto#17........................................................................................ 1 - 25 Responseto #19....................................................................................... 26 - 46 RoofJoist Design...................................................................................... 47 - 92 Response to Comment #17 Pile cap reactions were typically determined from a simple load rundown at each pile cap, considering the tributary roof weight, anticipated Phase 2 tributary wall weight, and column self -weight. Grade beams and pile caps are assumed to transmit their self -weight directly to the supporting soil. The exception to using tributary areas occurs at the (3) columns which support the megatruss (at grids C.5- 11, G.5-11, and M.5-11), whereby truss reactions are determined from SAP2000 output and added to the basic WF-supported roof that is tributary to those columns. Additional calculations are provided to demonstrate 1) the assumed roof loading and 2) the column load takedowns. Because some loading information had changed since the original permit issuance, revised figures and calculations are provided. These items replace items previously in section 2.1, pages 3-5 and 7-8. Design Sheet PROJECT M©F • LOCATION <,CjLTm c MAGNUSSON KLEMENCIC.. ASSOCIATES ■ Structural + Civil Engineers SHEET CLIENT DATE IIIZF,/ic� BY �32 PJf�O(5? 75") = tiwo tN G Logo F 1�'r#,L. = 2il Ps F 0 - NO" W&D ; 25 PS F o Live who : to fIF 0 1 1 tJo kAyz-kes ° Sri Arc. •�.. o 7DF-AT> LOAD = P+( l '01_ = z `f esr- PtD ,L 1 P %SxmBI. ► .8 e I r4St40,n 0a - � mf-e (5 QsIF ToTAt. = `f FSF t6oG'I OG Low �� f * To4uL,= 5 Rif' Ltvf-� L©AJC> = ( o ky1Nj) �%kjt.mS 2 Description: GRID M.5-11 Bearing Column, W14X398 Load Case Axial Load w -633.75 243.75-406.25 Truss end reaction - Bottom Chord Truss end reaction -Top Chord -43.25 16.64 -27.73 1 Reaction from additional set of joists •---> D I L Lr S W+ W- EQ+ EQ- ----> -763.51 0.0 193.8 -489.4 -809.0 892.0 -810 810 SUM LRFD_1 -1068.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1068.9 LRFD_2a -916.2 0.0 0.0 -244.7 0.0 0.0 0.0 0.0 -1160.9 LRFD_2b -916.2 0.0 96.9 0.0 0.0 0.0 0.0 0.0 -819.3 LRFD_3a -916.2 0.0 0.0 -783.11 0.0 0.0 0.01 0.0 -1699.3 LRFD_3b -916.2 0.0 310.1 0.0 0.0 0.0 0.0 0.0 -606.1 LRFD_3c -916.2 0.0 0.0 -783.1 -404.5 0.0 0.0 0.0 -2103.8 LRFD_3d -916.2 0.0 310.1 0.0 -404.5 0.0 0.0 0.0 -1010.6 LRFD_4a -916.2 0.0 0.0 -244.7 -809.0 0.0 0.0 0.0 -1969.9 LRFD_4b -916.2 0.0 96.9 0.0 -809.0 0.0 0.0 0.0 -1628.3 LRFD_5 -1055.8 0.0 0.0 -97.91 0.0 0.0 -810.0 0.0 -1963.7 LRFD_6 -687.2 0.0 0.0 0.0 0.0 892.0 0.0 0.0 204.8 LRFD_7 -547.6 0.0 0.0 0.0 0.0 0.0 0.0 810.0 262.4 ASD_1 -763.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -763.5 ASD_2 -763.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -763.5 ASD_3a -763.5 0.0 0.0 -489.4 0.0 0.0 0.01 0.0 -1252.9 ASD_3b -763.5 0.0 193.8 0.0 0.0 0.0 0.0 0.0 -569.7 ASD_4a -763.5 0.0 0.0 -367.1 0.0 0.0 0.0 0.0 -1130.6 ASD_4b -763.5 0.0 145.4 0.0 0.0 0.0 0.0 0.0 -618.1 ASD_5a -763.5 0.0 0.0 0.0 -485.4 0.0 0.0 0.0 -1248.9 ASD_5b -861.2 0.0 0.0 0.0 0.0 0.0 -567.0 0.0 -1428.2 ASD_6a1 -763.5 0.0 0.0 -367.1 -364.1 0.0 0.01 0.0 -1494.E ASD_6a2 -763.5 0.0 145.4 0.0 -364.1 0.0 O.ol 0.0 -982.2 ASD_6b -833.3 0.0 0.0 -367.1 0.0 0.0 -425.3 0.0 -1625.6 ASD_7 -458.1 0.0 0.0 0.0 0.0 535.2 0.01 0.0 77.1 ASD 8 -360.4 0.0 0.0 0.0 0.0 0.0 0.01 567.0 206.6 D+S 1040 Dead 633.8 Snow 406.3 Roof Live 243.75 LRFD Max 262.4 kip LRFD Min -2103.8 kip ASD Max 206.6 kip ASD Min -1625.6 kip Column Dead Load 763.51 kip Column Self Weight 32.24 kip DL, design 795.75 kip Description: GRID C.5-11 Bearing Column, W14X342 Load Case Axial Load A -511.881 -196.875-328.1251 russ end reaction - Top Chord Truss end reaction - Bottom Chord -43.25 -16.64 -27.731 Reaction from additional set ofjoists > D L Lr S W+ W- EQ+ EQ- > -641.6 0.0 -246.8 -411.3 -35 363 -33 33 SUM LRFD-1 -898.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -898.3 LRFD_2a -770.0 0.0 0.0 -205.7 0.0 0.0 0.0 0.0 -975.6 LRFD_2b -770.0 0.0 -123.4 0.0 0.0 0.0 0.0 0.0 -893.4 LRFD_3a -770.01 0.0 0.0 -658.11 0.0 0.0 0.0 0.0 -1428.0 LRFD_3b -770.0 0.0 -394.9 0.0 0.0 0.0 0.0 0.0 -1164.8 LRFD_3c -770.0 0.0 0.0 -658.1 -17.5 0.0 0.0 0.0 -1445.5 LRFD_3d -770.0 0.0 -394.9 0.0 -17.5 0.0 0.0 0.0 -1182.3 LRFD_4a -770.0 0.0 0.0 -205.7 -35.0 0.0 0.0 0.0 -1010.6 LRFD_4b -770.0 0.0 -123.4 0.0 -35.0 0.0 0.0 0.0 -928.4 LRFD_5 -887.3 0.0 0.0 -82.3 0.0 0.0 -33.0 0.0 -1002.5 LRFD_6 -577.5 0.0 0.0 0.0 0.0 363.0 0.0 0.0 -214.5 LRFD-7 -460.2 0.0 0.0 0.0 0.0 0.0 0.0 33.0 -427.2 ASD 1 -641.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -641.6 ASD 2 -641.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -641.6 ASD_3a -641.6 0.0 0.0 -411.3 0.0 0.0 0.0 0.0 -1052.9 ASD_3b -641.6 0.0 -246.8 0.0 0.0 0.0 0.0 0.0 -888.4 ASD_4a -641.6 0.0 0.0 -308.5 0.0 0.0 0.0 0.0 -950.1 ASD_4b -641.6 0.0 -185.1 0.0 0.0 0.0 0.0 0.0 -826.7 ASD_5a -641.6 0.0 0.0 0.0 -21.0 0.0 0.0 0.0 -662.6 ASD_5b -723.7 0.0 0.0 0.0 0.0 0.0 -23.1 0.0 -746.8 ASD_6a1 -641.6 0.0 0.0 -308.5 -15.8 0.0 0.0 0.0 -965.9 ASD 6a2 -641.6 0.0 -185.1 0.0 -15.8 0.0 0.0 0.0 -842.5 ASD_6b -700.3 0.0 0.0 -308.5 0.0 0.0 -17.3 0.0 -1026.1 ASD 7 -385.0 0.0 0.01 0.0 0.0 217.8 0.01 0.0 -167.2 ASD 8 -302.9 0.0 0.01 0.0 0.01 0.0 0.01 23.1 -279.8 SAP2000 Reactions D+S 840 Dead 511.9 Snow 328.1 Roof Live 197 LRFD Max -214.5 kip LRFD Min -1445.5 kip ASD Max -167.2 kip ASD Min -1052.9 kip Column Dead Load 641.64 kip Column Self Weight 24.28 kip DL, design 665.92 kip Description: GRID G.5-11 Bearing Column, W14X550 W/ SIDE PLATES Load Case Axial Load cn -591.09-227.344-378.906 Truss end reaction > D L Lr S W+ W- EQ+ EQ- > -633.7 0.0 -227.3 -378.9 660 27 27 SUM LRFD_1 -887.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -887.2 LRFD_2a -760.4 0.0 0.0 -189.5 0.0 0.0 0.0 0.0 -949.9 LRFD_2b -760.4 0.0 -113.7 0.0 0.0 0.0 0.0 0.0 -874.1 LRFD_3a -760.4 0.0 0.0 -606.31 0.0 0.0 0.0 0.0 -1366.7 LRFD_3b -760.4 0.0 -363.8 0.0 0.0 0.0 0.0 0.0 -1124.2 LRFD_3c -760.4 0.0 0.0 -606.3 0.0 0.0 0.0 0.0 -1366.7 LRFD_3d -760.4 0.0 -363.8 0.0 0.0 0.0 0.0 0.0 -1124.2 LRFD_4a -760.4 0.0 0.0 -189.5 0.0 0.0 0.0 0.0 -949.9 LRFD_4b -760.4 0.0 -113.7 0.0 0.0 0.0 0.0 0.0 -874.1 LRFD_5 -876.3 0.0 0.0 -75.8 0.0 0.0 27.01 0.0 -925.1 LRFD_6 -570.3 0.0 0.0 0.0 0.0 660.0 0.0 0.0 89.7 LRFD_7 -454.5 0.0 0.0 0.0 0.0 0.0 0.0 27.0 -427.5 ASD-1 -633.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -633.7 ASD_2 -633.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -633.7 ASD_3a -633.7 0.0 0.0 -378.9 0.0 0.0 0.0 0.0 -1012.E ASD_3b -633.7 0.0 -227.3 0.0 0.0 0.0 0.01 0.0 -861.0 ASD_4a -633.7 0.0 0.0 -284.2 0.0 0.0 0.0 0.0 -917.9 ASD_4b -633.7 0.0 -170.5 0.0 0.0 0.0 0.0 0.0 -804.2 ASD_5a -633.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -633.7 ASD_5b -714.8 0.0 0.0 0.0 0.0 0.0 18.9 0.0 -695.9 ASD_6a1 -633.7 0.0 0.0 -284. 00.0 0.0 0.0 0.0 -917.9 ASD_6a2 -633.7 0.0 -170.5 0.0 0.0 0.0 0.0 0.0 -804.2 ASD_6b -691.6 0.0 0.0 -284.2 0.0 0.0 14.2 0.0 -961.6 ASD_7 -380.2 0.0 0.0 0.0 0.0 396.0 0.0 0.0 15.8 ASD 8 -299.1 0.0 0.0 0.0 0.01 0.01 0.0 18.9 -280.2 D+S 970 Dead 591.1 Snow 378.9 Roof Live 227.3 LRFD Max 89.7 kip LRFD Min-1366.7 kip ASD Max 15.8 kip ASD Min-1012.6 kip Column Dead Load 633.69 kip Column Self Weight 42.60 kip DL, design 676.29 kip Description: Typical Bearing Column @ GL 1 & 21, W24X131 _ psf 39 10 25 1.13 36.23 Load Case Axial Load AT angle 2218 2218 2218 2218 2218 3.15 > D L Lr S W+ W- EQ+ EQ- > -113.21 -22.18 -55.45 -2.51 80.24 SUM LRFD_1 -158.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -158.5 LRFD_2a -135.8 0.0 0.0 -27.7 0.0 0.01 0.0 0.0 -163.6 LRFD _2b -135.8 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -146.9 LRFD_3a -135.81 0.0 0.0 -88.71 0.0 0.0 0.0 0.0 -224.6 LRFD _3b -135.8 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -171.3 LRFD_3c -135.8 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -225.8 LRFD_3d -135.8 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -172.6 LRFD 4a -135.8 0.0 0.0 -27.7 -2.51 0.0 0.0 0.0 -166.1 LRFD_4b -135.8 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -149.4 LRFD_5 -156.51 0.0 0.0 -11.1 0.0 0.0 0.0 0.0 -167.6 LRFD_6 -101.9 0.0 0.0 0.0 0.0 80.2 0.0 0.0 -21.6 LRFD-7 -81.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -81.2 ASD_1 -113.2 0.0 0.0 0.01 0.0 0.0 0.0 0.0 -113.2 ASD_2 -113.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -113.2 ASD_3a -113.2 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -168.7 ASD _3b -113.2 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -135.4 ASD_4a -113.2 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -154.8 ASD_4b -113.2 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -129.8 ASD_5a -113.2 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -114.7 ASD_5b -127.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -127.7 ASD_6a1 -113.2 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -155.9 ASD_6a2 -113.2 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -131.0 ASD 6b -123.6 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -165.1 ASD 7 -67.9 0.01 0.0 0.0 0.0 48.1 0.0 0.0 -19.8 ASD 8 53.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -53.4 Cladding wt 15; psf AT 1780A2 -26.71 kip rn LRFD Max -21.6 kip LRFD Min -225.8 kip ASD Max -19.8 kip ASD Min -168.7 kip Column Dead Load 113.21 kip Column Self Weight 10.48 kip DL, design 123.69 kip Description: GRID A-1 & A-21 Corner Column, W24X207 psf 39 10 - -25 AT 1707 1707 1707 Load Case Axial Load angle 1.13 36.23� 1707 17071 3.151 > > D L Lr S W+ W- EQ+ EQ- -95.04 0.00 -17.07 -42.68 -1.93 61.76 sum LRFD-1 -133.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -133.0 LRFD_2a -114.0 0.0 0.0 -21.3 0.0 0.0 0.0 0.0 -135.4 LRFD 2b -114.0 0.0 -8.5 0.0 0.0 0.0 0.0 0.0 -122.6 LRFD_3a -114.0 0.0 0.0 -68.3 0.0 0.0 0.0 0.0 -182.3 LRFD_3b -114.0 0.0 -27.3 0.0 0.0 0.0 0.0 0.0 -141.4 LRFD_3c -114.0 0.0 0.0 -68.3 -1.0 0.0 0.0 0.0 -183.3 LRFD_3d -114.0 0.0 -27.3 0.0 -1.0 0.0 0.0 0.0 -142.3 LRFD_4a -114.0 0.0 0.0 -21.3 -1.9 0.0 0.0 0.0 -137.3 LRFD_4b -114.0 0.0 -8.5 0.0 -1.9 0.0 0.0 0.0 -124.S LRFD-5 -131.4 0.0 0.0 -8.5 0.0 0.0 0.0 0.0 -140.0 LRFD-6 -85.5 0.0 0.0 0.0 0.0 61.81 0.0 0.0 -23.8 LRFD-7 -68.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -68.2 ASD-1 -95.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -95.0 ASD_2 -95.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -95.0 ASD_3a -95.0 0.0 0.0 -42.7 0.0 0.0 0.0 0.0 -137.7 ASD_3b -95.0 0.0 -17.1 0.0 0.0 0.0 0.0 0.0 -112.1 ASD_4a -95.0 0.0 0.0 -32.0 0.0 0.0 0.0 0.0 -127.0 ASD_4b -95.0 0.0 -12.8 0.0 0.0 0.0 0.0 0.0 -107.8 ASD_5a -95.0 0.0 0.0 0.0 -1.2 0.0 0.0 0.0 -96.2 ASD_Sb -107.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -107.2 ASD_6a1 -95.0 0.0 0.0 -32.0 -0.9 0.0 0.0 0.0 -127.9 ASD_6a2 -95.0 0.0 -12.8 0.0 -0.9 0.0 0.01 0.0 -108.7 ASD_6b -103.7 0.0 0.0 -32.01 0.0 0.0 0.01 0.0 -135.7 ASD_7 1 -57.01 0.0 0.01 0.01 0.01 37.1 0.01 0.0 -20.0 ASD 8 1 -44.91 0.0 0.01 0.01 0.01 Onl 0.01 0.0 -44.9 Claddingwt r 15'psf 1897 ft2 28.46 kip v LRFD Max -23.8 kip LRFD Min -183.3 kip ASD Max -20.0 kip ASD Min -137.7 kip Column Dead Load 95.04 kip Column Self Weight 16.28 kip DL, design 111.32 kip Description: GRID 1 & Q Corner Column, W24x162 psf 39 10 25 1.13 -36.23 Load Case Axial Load AT angle 1080 1080 1080 1080 1080' 1 3.15 > D L Lr S W+ W- EQ+ EQ- > -68.79 0.00 -10.80 -27.00 -1.22 39.07 SUM LRFD_1 -96.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -96.3 LRFD_2a -82.5 0.0 0.0 -13.5 0.0 0.0 0.0 0.0 -96.0 LRFD 2b -82.5 0.0 -5.4 0.0 0.0 0.0 0.0 0.0 -87.9 LRFD_3a -82.51 0.0 0.0 -43.21 0.0 0.0 0.0 0.0 -125.7 LRFD_3b -82.5 0.0 -17.3 0.0 0.0 0.0 0.0 0.0 -99.8 LRFD_3c -82.5 0.0 0.0 -43.2 -0.6 0.0 0.0 0.0 -126.4 LRFD_3d -82.5 0.0 -17.3 0.0 -0.6 0.0 0.0 0.0 -100.4 LRFD_4a -82.5 0.0 0.0 -13.5 -1.2 0.0 0.0 0.0 -97.3 LRFD_4b -82.5 0.0 -5.4 0.0 -1.2 0.0 0.0 0.0 -89.2 LRFD_5 -95.1 0.0 0.0 -5.41 0.0 0.0 0.0 0.0 -100.5 LRFD_6 -61.9 0.0 0.0 0.0 0.0 39.1 0.0 0.0 -22.8 LRFD_7 -49.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -49.3 ASD-1 -68.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -68.8 ASD-2 -68.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -68.8 ASD 3a -68.8 0.0 0.0 -27.0 0.0 0.0 0.0 0.0 -95.8 ASD 3b -68.8 0.0 -10.8 0.0 0.0 0.0 0.0 0.0 -79.6 ASD 4a -68.8 0.0 0.0 -20.3 0.0 0.0 0.0 0.0 -89.0 ASD 4b -68.8 0.0 -8.1 0.0 0.0 0.0 0.0 0.0 -76.9 ASD_Sa -68.8 0.0 0.0 0.0 -0.7 0.0 0.0 0.0 -69.5 ASD_5b -77.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -77.6 ASD 6a1 -68.8 0.0 0.0 -20.3 -0.5 0.0 0.0 0.0 -89.6 ASD 6a2 -68.8 0.0 -8.11 0.0 -0.5 0.0 0.0 0.0 -77.4 ASD_6b -75.1 0.0 0.0 -20.31 0.0 0.0 0.0 0.0 -95.3 ASD_7 -41.3 0.01 0.01 0.01 0.01 23.4 0.0 0.0 -17.8 ASD 8 1 -32.5 0.01 0.01 0.01 0.01 0.0 0.0 0.0 -32.5 Cladding wt OD 151 psf 1778'1 ft2 --26.67]kip LRFD Max -22.8 kip LRFD Min -126.4 kip ASD Max -17.8 kip ASD Min -95.8 kip Column Dead Load 68.79 kip Column Self Weight 12.74 kip DL, design 81.53 kip Description: GRID 21 & Q Corner Column, W24x192 psf 39 10 25 _ 1.13 -36.23 AT 1780 1780 1780 1780 1780 Load Case Axial Load angle 3.151 > D L Lr S W+ W- EQ+ EQ- > -95.07 0.00 -17.80 -44.50 -2.01 64.39 SUM LRFD-1 -133.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -133.1 LRFD_2a -114.1 0.0 0.0 -22.3 0.0 0.0 0.0 0.0 -136.3 LRFD_2b -114.1 0.0 -8.9 0.0 0.0 0.0 0.0 0.0 -123.0 LRFD_3a -114.11 0.0 0.0 -71.21 0.0 0.0 0.0 0.0 -185.3 LRFD_3b -114.1 0.0 -28.5 0.0 0.0 0.0 0.0 0.0 -142.6 LRFD_3c -114.1 0.0 0.0 -71.2 -1.0 0.0 0.0 0.0 -186.3 LRFD_3d -114.1 0.0 -28.5 0.0 -1.0 0.0 0.0 0.0 -143.6 LRFD_4a -114.1 0.0 0.0 -22.3 -2.0 0.0 0.0 0.0 -138.3 LRFD_4b -114.1 0.0 -8.9 0.0 -2.0 0.0 0.0 0.0 -125.0 LRFD-5 -131.51 0.0 0.0 -8.91 0.0 0.0 0.0 0.0 -140.4 LRFD-6 -85.6 0.0 0.0 0.0 0.0 64.41 0.0 0.0 -21.2 LRFD-7 -68.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -68.2 ASD 1 -95.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -95.1 ASD 2 -95.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -95.1 ASD_3a -95.1 0.0 0.0 -44.5 0.0 0.0 0.0 0.0 -139.6 ASD 3b -95.1 0.0 -17.8 0.0 0.0 0.0 0.0 0.0 -112.9 ASD_4a -95.1 0.0 0.0 -33.4 0.0 0.0 0.0 0.0 -128.4 ASD 4b -95.1 0.0 -13.4 0.0 0.0 0.01 0.0 0.0 -108.4 ASD_Sa -95.1 0.0 0.0 0.0 -1.2 0.01 0.0 0.0 -96.3 ASD_5b -107.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -107.2 ASD 6a1 -95.1 0.0 0.0 -33.4 -0.9 0.0 0.0 0.0 -129.4 ASD_6a2 -95.1 0.0 -13.4 0.0 -0.9 0.0 0.0 0.0 -109.3 ASD 6b -103.81 0.0 0.0 -33.4 0.0 0.0 0.0 0.0 -137.1 ASD 7 -57.0 0.0 0.0 0.0 0.0 38.6 0.0 0.0 18.4 ASD 8 -44.91 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -44.9 Cladding wt 15 psf 1710 ft2 -25.65 kip LRFD Max -21.2 kip LRFD Min -186.3 kip ASD Max -18.4 kip ASD Min -139.6 kip Column Dead Load 95.07 kip Column Self Weight 15.10 kip DL, design 110.17 kip Description: GRID B.3-11 & N.7-11 Bearing Column - W14X132 psf 39 - - - 10 - - 25 1.13 T -36.23 AT 5546 5546 5546 5546 5546 Load Case Axial Load > D L Lr S W+ W- EQ+ EQ- > -216.31 -55.46 -138.66 -6.27 200.64 SUM LRFD-1 -302.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -302.8 LRFD_2a -259.6 0.0 0.0 -69.3 0.0 0.0 0.0 0.0 -328.9 LRFD_2b -259.6 0.0 -27.7 0.0 0.0 0.0 0.0 0.0 -287.3 LRFD_3a -259.61 0.0 0.0 -221.91 0.0 0.0 0.0 0.0 -481.4 LRFD_3b -259.6 0.0 -88.7 0.0 0.0 0.0 0.0 0.0 -348.3 LRFD_3c -259.6 0.0 0.0 -221.9 -3.1 0.0 0.0 0.0 -484.6 LRFD_3d -259.6 0.0 -88.7 0.0 -3.1 0.0 0.0 0.0 -351.5 LRFD_4a -259.6 0.0 0.0 -69.3 -6.3 0.0 0.0 0.0 -335.2 LRFD_4b -259.6 0.0 -27.7 0.0 -6.3 0.0 0.0 0.0 -293.6 LRFD_5 -299.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -326.8 LRFD_6 -194.7 0.0 0.0 0.0 0.0 200.6 0.0 0.0 6.0 LRFD_7 -155.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -155.1 ASD-1 -216.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -216.3 ASD-2 -216.3 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -216.3 ASD 3a -216.3 0.0 0.0 -138.7 0.0 0.0 0.0 0.0 -355.0 ASD 3b -216.3 0.0 -55.5 0.0 0.01 0.0 0.0 0.0 -271.8 ASD_4a -216.3 0.0 0.0 -104.0 0.0 0.0 0.0 0.0 -320.3 ASD 4b -216.3 0.0 -41.6 0.0 0.0 0.0 0.0 0.0 -257.9 ASD_Sa -216.3 0.0 0.0 0.0 -3.8 0.0 0.0 0.0 -220.1 ASD 5b -244.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -244.0 ASD_6a1 -216.3 0.0 0.0 -104.0 -2.8 0.0 0.0 0.0 -323.1 ASD_6a2 -216.3 0.0 -41.6 0.0 -2.8 0.0 0.0 0.0 -260.7 ASD_6b -236.1 0.0 0.0 -104.01 0.0 0.0 0.0 0.0 -340.1 ASD_7 -129.8 0.01 0.0 0.01 0.0 120.4 0.0 0.0 -9.4 ASD 8 -102.1 0.01 0.0 0.01 0.01 0.0 0.01 0.0 -102.1 Cladding wt psf AT ft2 0 kip 8 LRFD Max 6.0 kip LRFD Min -484.6 kip ASD Max -9.4 kip ASD Min -355.0 kip Column Dead Load 216.31 kip Column Self Weight 8.18 kip DL, design 224.50 kip Description: GRID A-9 & A-13 BRBF Column, W24X146 psf F- - 39 - - - - 10-- ---25 .. Load Case Axial Load AT angle 1920 1920 1920 > D L Lr S W+ W- EQ+ EQ- > -132.19 0.00 -19.20 -47.99 0.00 0.00 -269 283 SUM LRFD_1 -185.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -185.1 LRFD_2a -158.6 0.0 0.0 -24.0 0.0 0.0 0.0 0.0 -182.6 LRFD 2b -158.6 0.0 -9.6 0.0 0.0 0.0 0.0 0.0 -168.2 LRFD_3a -158.61 0.0 0.0 -76.81 0.0 0.0 0.0 0.0 -235.4 LRFD_3b -158.6 0.0 -30.7 0.0 0.0 0.0 0.0 0.0 -189.3 LRFD_3c -158.61 0.0 0.0 -76.8 0.0 0.0 0.0 0.0 -235.4 LRFD_3d -158.6 0.0 -30.7 0.0 0.0 0.0 0.0 0.0 -189.3 LRFD_4a -158.6 0.0 0.0 -24.0 0.0 0.01 0.0 0.0 -182.6 LRFD_4b -158.6 0.0 -9.6 0.0 0.0 o.01 0.0 0.0 -168.2 LRFD_5 -182.8 0.0 0.0 -9.61 0.0 0.0 -269.0 0.0 -461.4 LRFD_6 119.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -119.0 LRFD_? -94.81 0.0 0.0 0.0 0.0 0.0 0.0 283.0 188.2 ASD_1 -132.21 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -132.2 ASD_2 -132.21 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -132.2 ASD 3a -132.2 0.0 0.0 -48.0 0.0 0.0 0.0 0.0 -180.2 ASD 3b -132.2 0.0 -19.2 0.0 0.0 0.0 0.0 0.0 -151.4 ASD_4a -132.2 0.0 0.0 -36.0 0.0 0.0 0.0 0.0 -168.2 ASD 4b -132.2 0.0 -14.4 0.0 0.0 0.0 0.0 0.0 -146.6 ASD_5a -132.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -132.2 ASD _5b -149.11 0.0 0.0 0.0 0.0 0.0 -188.3 0.0 -337.4 ASD_6a1 -132.2 0.0 0.0 -36.0,-0.0 0.0 0.0 0.0 -168.2 ASD_6a2 -132.2 0.0 -14.4 0.0 0.0 0.0 0.0 0.0 -146.6 ASD _6b -144.3 0.0 0.0 -36.0 0.0 0.0 -141.2 0.0 -321.5 ASD_7 -79.3 0.01 0.0 0.0 0.0 0.0 0.0 0.0 -79.3 ASD 8 1 -62.4 0.01 0.0 0.0 0.0 0.0 0.0 198.1 135.7 Cladding wt 301 psf AT 1911 i ft2 i 57.33] kip LRFD Max 188.2 kip LRFD Min -461.4 kip ASD Max 135.7 kip ASD Min -337.4 kip Column Dead Load 132.19 kip Column Self Weight 11.39 kip DL, design 143.58 kip Description: GRID G-21 & K-21 BR BF Column, W24X207 psf - -- 39 - - - 10 25 AT 2218 2218 2218 Load Case Axial Load 1.13 36.23 2218 2218 n 1c --> D L Lr S W+ W- EQ+ EQ- > -115.89 -22.18 -55.45 -2.51 80.24 -221 232 SUM LRFD_1 -162.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -162.2 LRFD_2a -139.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -166.8 LRFD_2b -139.1 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -150.1 LRFD_3a -139.11 0.0 0.0 -88.7 0.0 0.0 0.0 0.0 -227.8 LRFD_3b -139.1 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -174.5 LRFD_3c -139.1 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -229.0 LRFD_3d -139.1 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -175.8 LRFD_4a -139.1 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -169.3 LRFD_4b -139.1 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -152.6 LRFD-5 -160.2 0.0 0.0 -11.1 0.0 0.0 -221.0 0.0 -392.3 LRFD_6 -104.3 0.0 0.0 0.01 0.0 80.2 0.0 0.0 -24.0 LRFD-7 -83.1 0.0 0.0 0.0 0.0 0.0 0.0 232.0 148.9 ASD 1 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_2 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_3a -115.9 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -171.3 ASD 3b -115.9 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -138.1 ASD_4a -115.9 0.0 0.0 -41.61 0.0 0.0 0.0 0.0 -157.5 ASD 4b -115.9 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -132.5 ASD_Sa -115.9 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -117.4 ASD_5b -130.7 0.0 0.0 0.0 0.01 0.0 -154.7 0.0 -285.4 ASD_6a1 -115.9 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -158.6 ASD_6a2 -115.9 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -133.6 ASD_6b -126.5 0.0 0.0 -41.6 0.0 0.0 -116.0 0.0 -284.1 ASD_7 -69.5 0.01 0.0 0.0 0.0 48.1 0.0 0.0 -21.4 ASD 8 -54.7 0.0 0.0 0.0 0.0 0.0 0.0 162.4 107.7 Cladding wt 15{ psf AT 1958'ft2 --29.37Jkip N LRFD Max 148.9 kip LRFD Min -392.3 kip ASD Max 107.7 kip ASD Min -285.4 kip Column Dead Load 115.88 kip Column Self Weight 16.97 kip DL, design 132.85 kip Description: GRID G-1 BRBF Column, W24X176 psf 39 AT 2218 Load Case Axial Load analP 10 T 25 1.13 -36.23 2218 2218 2218 2218 3.15 > D L Lr S W+ W- EQ+ EQ- > -115.88 -22.18 -55.45 -2.51 80.24 -135 145 SUM LRFD_1 -162.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -162.2 LRFD_2a -139.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -166.8 LRFD 2b -139.1 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -150.1 LRFD_3a -139.11 0.0 0.0 -88.71 0.0 0.0 0.0 0.0 -227.8 LRFD_3b -139.1 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -174.5 LRFD_3c -139.1 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -229.0 LRFD_3d -139.1 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -175.8 LRFD_4a -139.1 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -169.3 LRFD_4b -139.1 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -152.6 LRFD-5 -160.2 0.0 0.0 -11.1 0.0 0.0 -135.0 0.0 -306.3 LRFD-6 -104.3 0.0 0.0 0.0 0.0 80.2 0.0 0.0 -24.0 LRFD_? -83.1 0.0 0.0 0.0 0.0 0.0 0.0 145.0 61.9 ASD_1 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_2 -115.9 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -115.9 ASD_3a -115.9 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -171.3 ASD_3b -115.9 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -138.1 ASD_4a -115.9 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -157.5 ASD 4b -115.9 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -132.5 ASD_5a -115.9 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -117.4 ASD 5b -130.7 0.0 0.0 0.0 0.0 0.0 -94.5 0.0 -225.2 ASD_6a1 -115.91 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -158.6 ASD_6a2 -115.9 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -133.6 ASD_6b -126.5 0.0 0.0 -41.6 0.0 0.0 -70.9 0.0 -238.9 ASD_7 -69.5 0.01 0.0 0.0 0.0 48.1 0.0 0.0 -21.4 ASD 8 -54.7 0.01 0.0 0.0 0.01 0.0 0.0 101.5 46.8 Cladding wt 151 psf AT 1958 ft2 -29.37 kip 8 LRFD Max 61.9 kip LRFD Min -306.3 kip ASD Max 46.8 kip ASD Min -238.9 kip Column Dead Load 115.88 kip Column Self Weight 14.43 kip DL, design 130.31 kip Description: GRID 1-1 & 1-21 BRBF Columns, W24X162 Load Case Axial Load psf AT angle r 39 10 25 1.13-36.231 2218 2218 2218 2218 2218 3.15 > D L Lr S W+ W- EQ+ EQ- > -115.88 -22.18 -55.45 -2.51 80.24 sum LRFD_1 -162.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -162.2 LRFD_2a -139.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -166.8 LRFD 2b -139.1 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -150.1 LRFD_3a -139.11 0.0 0.0 -88.71 0.0 0.01 0.0 0.0 -227.8 LRFD_3b -139.1 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -174.5 LRFD_3c -139.1 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -229.0 LRFD_3d -139.1 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -175.8 LRFD_4a -139.1 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -169.3 LRFD_4b -139.1 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -152.6 LRFD_5 -160.2 0.0 0.0 -11.1 0.0 0.0 0.0 0.0 -171.3 LRFD_6 -104.3 0.0 0.0 0.0 0.0 80.2 0.0 0.0 -24.0 LRFD_? -83.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -83.1 ASD_1 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD-2 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_3a 1 -115.9 0.0 0.0 -55.5 0.01 0.0 0.0 0.0 -171.3 ASD_3b -115.9 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -138.1 ASD_4a -115.9 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -157.5 ASD_4b -115.9 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -132.5 ASD_5a -115.9 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -117.4 ASD_5b -130.7 0.0 0.0 0.01 0.0 0.0 0.0 0.0 -130.7 ASD_6a1 -115.9 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -158.6 ASD_6a2 -115.9 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -133.6 ASD_6b -126.5 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -168.1 ASD-7 -69.5 0.0 0.0 0.0 0.0 48.1 0.0 0.0 -21.4 ASD 8 -54.71 0.01 0.0 0.0 0.0 0.0 0.0 0.0 -54.7 Cladding wt 157 psf AT 1958ift2 29.37 kip A LRFD Max -24.0 kip LRFD Min -229.0 kip ASD Max -21.4 kip ASD Min -171.3 kip Column Dead Load 115.88 kip Column Self Weight 13.93 kip DL, design 129.81 kip Description: GRID K-1 BRBF Column, W24X229 psf 39 - - 10 25 1.13 AT 3327 3327 3327 3327 Load Case Axial Load angle 36.23 3327 3.151 > D L Lr S W+ W- EQ+ EQ- > -173.82 -33.27 -83.18 -3.76 120.36 -146 153 SUM LRFD_1 -243.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -243.3 LRFD_2a -208.6 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -250.2 LRFD_2b -208.6 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -225.2 LRFD_3a -208.61 0.0 0.0 -133.11 0.0 0.01 0.0 0.0 -341.7 LRFD_3b -208.6 0.0 -53.2 0.0 0.0 0.0 0.0 0.0 -261.8 LRFD_3c -208.6 0.0 0.0 -133.1 -1.9 0.0 0.0 0.0 -343.5 LRFD_3d -208.6 0.0 -53.2 0.0 -1.9 0.0 0.0 0.0 -263.7 LRFD_4a -208.6 0.0 0.0 -41.6 -3.8 0.0 0.0 0.0 -253.9 LRFD_4b -208.6 0.0 -16.6 0.0 -3.8 0.0 0.0 0.0 -229.0 LRFD_5 -240.4 0.0 0.0 -16.6 0.0 0.0 -146.0 0.0 -403.0 LRFD_6 -156.4 0.0 0.0 0.0 0.0 120.4 0.0 0.0 -36.1 LRFD_7 -124.7 0.0 0.0 0.0 0.0 0.0 0.0 153.0 28.3 ASD_1 -173.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -173.8 ASD 2 -173.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -173.8 ASD 3a -173.8 0.0 0.0 -83.2 0.0 0.0 0.0 0.0 -257.0 ASD_3b -173.8 0.0 -33.3 0.0 0.0 0.0 0.0 0.0 -207.1 ASD_4a -173.8 0.0 0.0 -62.4 0.0 0.0 0.0 0.0 -236.2 ASD_4b -173.8 0.0 -25.0 0.0 0.0 0.0 0.0 0.0 -198.8 ASD_5a -173.8 0.0 0.0 0.0 -2.3 0.0 0.0 0.0 -176.1 ASD_5b -196.1 0.0 0.0 0.0 0.0 0.0 -102.2 0.0 -298.3 ASD_6a1 -173.8 0.0 0.0 -62.4 -1.7 0.0 0.0 0.0 -237.9 ASD 6a2 -173.8 0.0 -25.0 0.0 -1.7 0.0 0.0 0.0 -200.5 ASD_6b -189.7 0.0 0.0 -62.4 0.0 0.0 -76.7 0.0 -328.7 ASD_7 -104.3 0.01 0.0 0.0 0.0 72.2 0.0 0.0 -32.1 ASD 8 -82.0 0.01 0.0 0.01 0.0 0.0 0.0 107.1 25.1 Cladding wt 1-51, psf AT 2937 ft2 44.055 kip LRFD Max 28.3 kip LRFD Min -403.0 kip ASD Max 25.1 kip ASD Min -328.7 kip Column Dead Load 173.82 kip Column Self Weight 19.69 kip DL, design 193.51 kip Description: GRID Q-11 BRBF Column, W14X257 psf - - -39 AT 2801 Load Case Axial Load angle 10 25 2801 2801 > D L Lr S W+ W- EQ+ EQ- > -136.61 0.00 -28.01 -70.03 -219 313 -823 864 SUM LRFD_1 -191.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -191.3 LRFD_2a -163.9 0.0 0.0 -35.0 0.0 0.0 0.0 0.0 -198.9 LRFD_2b -163.9 0.0 -14.0 0.0 0.0 0.0 0.0 0.0 -177.9 LRFD_3a -163.91 0.0 0.0 -112.0 0.0 0.0 0.0 0.0 -276.0 LRFD_3b -163.9 0.0 -44.8 0.0 0.0 0.0 0.0 0.0 -208.7 LRFD 3c -163.9 0.0 0.0 -112.0 -109.5 0.0 0.0 0.0 -385.5 LRFD _3d -163.9 0.0 -44.8 0.0 -109.5 0.0 0.0 0.0 -318.2 LRFD_4a -163.9 0.0 0.0 -35.0 -219.0 0.0 0.0 0.0 -417.9 LRFD_4b -163.9 0.0 -14.0 0.0 -219.0 0.0 0.0 0.0 -396.9 LRFD-5 -188.91 0.0 0.0 -14.0 0.0 0.0 -823.0 0.0 -1025.9 LRFD_6 -122.9 0.0 O.ol 0.0 0.0 313.0 0.0 0.01 190.1 LRFD_7 -98.0 0.0 0.0 0.0 0.0 0.0 0.0 864.01 766.0 ASD 1 -136.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -136.6 ASD_2 -136.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -136.6 ASD_3a -136.6 0.0 0.0 -70.0 0.0 0.0 0.0 0.0 -206.6 ASD_3b -136.6 0.0 -28.0 0.0 0.0 0.0 0.0 0.0 -164.6 ASD_4a -136.6 0.0 0.0 -52.51 0.0 0.0 0.0 0.0 -189.1 ASD_4b -136.6 0.0 -21.0 0.0 0.0 0.0 0.0 0.0 -157.6 ASD_Sa -136.6 0.0 0.0 0.0 -131.4 0.0 0.0 0.0 -268.0 ASD_5b -154.1 0.0 0.0 0.0 0.0 0.0 -576.1 0.0 -730.2 ASD 6a1 -136.6 0.0 0.0 -52.5 -98.6 0.01 0.0 0.0 -287.7 ASD 6a2 -136.6 0.0 -21.0 0.0 -98.6 0.01 0.0 0.0 -256.2 ASD_6b -149.11 0.0 0.0 -52.51 0.0 0.0 -432.1 0.0 -633.7 ASD_7 -82.01 0.0 0.01 0.01 0.0 187.8 0.0 0.01 105.8 ASD 8 -64.51 0.0 0.01 0.01 0.0 0.0 0.01 604.81 540.3 Cladding wt rn - 15'Ipsf 1824.746 i ft2 27.371 kip LRFD Max 766.0 kip LRFD Min-1025.9 kip ASD Max 540.3 kip ASD Min -730.2 kip Column Dead Load 136.61 kip Column Self Weight 20.22 kip DL, design 156.83 kip Description: GRID Q-7 BRBF Column, W24X162 psf 39 -- AT 368 Load Case Axial Load angle 10 - --25- 368 368 > D L Lr S W+ W- EQ+ EQ- > -42.76 -3.68 -9.20 0.00 0.00 -275 301 SUM LRFD_1 -59.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -59.9 LRFD_2a -51.3 0.0 0.0 -4.6 0.0 0.0 0.0 0.0 -55.9 LRFD_2b -51.3 0.0 -1.8 0.0 0.0 0.0 0.0 0.0 -53.1 LRFD_3a -51.31 0.0 0.0 -14.7 0.0 0.0 0.0 0.0 -66.0 LRFD_3b -51.3 0.0 -5.9 0.0 0.0 0.01 0.0 0.0 -57.2 LRFD_3c -51.3 0.0 0.0 -14.7 0.0 0.01 0.0 0.0 -66.0 LRFD_3d -51.3 0.0 -5.9 0.0 0.0 0.0 0.0 0.0 -57.2 LRFD_4a -51.3 0.0 0.0 -4.6 0.0 0.0 0.0 0.0 -55.9 LRFD 4b -51.3 0.0 -1.8 0.0 0.0 0.0 0.0 0.0 -53.1 LRFD 5 -59.1 0.0 0.0 -1.8 0.0 0.0 -275.0 0.0 -336.0 LRFD_6 -38.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -38.5 LRFD_7 -30.7 0.0 0.0 0.0 0.0 0.01 0.0 301.0 270.3 ASD-1 -42.8 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -42.8 ASD-2 -42.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -42.8 ASD_3a -42.8 0.0 0.0 -9.21 0.0 0.0 0.0 0.0 -52.0 ASD 3b -42.8 0.0 -3.7 0.0 0.0 0.0 0.0 0.0 -46.4 ASD_4a -42.8 0.0 0.0 -6.9 0.0 0.0 0.0 0.0 -49.7 ASD_4b -42.8 0.0 -2.8 0.0 0.0 0.0 0.0 0.0 -45.5 ASD_5a -42.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -42.8 ASD_5b -48.2 0.0 0.0 0.0 0.0 0.0 -192.5 0.0 -240.7 ASD 6a1 1 -42.8 0.0 0.0 -6.91 0.0 0.0 0.0 0.0 -49.7 ASD_6a2 -42.8 0.0 -2.8 0.0 0.0 0.0 0.0 0.0 -45.5 ASD_6b -46.7 0.0 0.0 -6.9 0.0 0.0 -144.4 0.0 -197.9 ASD_7 -25.7 0.01 0.0 0.0 0.0 0.0 0.01 0.0 -25.7 ASD 8 -20.2 0.01 0.0 0.0 0.01 0.0 0.01 210.7 190.5 Cladding wt 15;psf AT 1893.6ift2 28.404 1 ki p LRFD Max 270.3 kip LRFD Min -336.0 kip ASD Max 190.5 kip ASD Min -240.7 kip Column Dead Load 42.76 kip Column Self Weight 12.64 kip DL, design 55.39 kip Description: GRID Q-7 BRBF Column, W24X162 Load Case Axial Load AT angle 86 86 86 > D L Lr S W+ W- EQ+ EQ- > -31.76 -0.86 -2.15 0.00 0.00 -275 301 SUM LRFD-1 -44.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -44.5 LRFD_2a -38.1 0.0 0.0 -1.1 0.0 0.0 0.0 0.0 -39.2 LRFD_2b -38.1 0.0 -0.4 0.0 0.0 0.0 0.0 0.0 -38.5 LRFD_3a -38.11 0.0 0.0 -3.41 0.0 0.0 0.0 0.0 -41.5 LRFD_3b -38.1 0.0 -1.4 0.0 0.0 0.0 0.0 0.0 -39.5 LRFD_3c -38.1 0.0 0.0 -3.4 0.0 0.0 0.0 0.0 -41.5 LRFD_3d -38.1 0.0 -1.4 0.0 0.0 0.0 0.0 0.0 -39.5 LRFD_4a -38.1 0.0 0.0 -1.1 0.0 0.0 0.0 0.0 -39.2 LRFD_4b -38.1 0.0 -0.4 0.0 0.0 0.0 0.0 0.0 -38.5 LRFD_5 -43.9 0.0 0.0 -0.4 0.0 0.0 -275.0 0.0 -319.3 LRFD_6 -28.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -28.6 LRFD-7 -22.8 0.0 0.0 0.0 0.0 0.0 0.0 301.0 278.2 ASD_1 -31.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -31.8 ASD-2 -31.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -31.8 ASD 3a -31.8 0.0 0.0 -2.2 0.0 0.01 0.0 0.0 -33.9 ASD_3b -31.8 0.0 -0.9 0.0 0.0 0.0 0.0 0.0 -32.6 ASD_4a -31.8 0.0 0.0 -1.6 0.0 0.0 0.0 0.0 -33.4 ASD 4b -31.8 0.0 -0.6 0.0 0.0 0.0 0.0 0.0 -32.4 ASD_5a -31.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -31.8 ASD_5b -35.8 0.0 0.01 0.0 0.0 -192.5 0.0 -228.3 ASD_6a1 1 -31.8 0.0 0.0 -1.6 0.0 0.0 0.0 0.0 -33.4 ASD_6a2 -31.8 0.0 -0.6 0.0 0.0 0.0 0.0 0.0 -32.4 ASD_6b 34.7 0.0 0.0 1.6 0.0 0.0 144.4 0.0 180.6 ASD-7 -19.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -19.1 ASD 8 -15.0 0.0 0.0 0.0 0.0 0.0 0.0 210.7 195.7 Cladding wt 151 psf AT 1893.6{ft2 -28.404I kip 8 LRFD Max 278.2 kip LRFD Min -319.3 kip ASD Max 195.7 kip ASD Min -228.3 kip Column Dead Load 31.76 kip Column Self Weight 12.64 kip DL, design 44.39 kip Description: GRID A-11 BRBF Column, W RISA-3D OUTPUT Load Case Axial Load -107.03 I1 -61.86-95.305 I > D L Lr S W+ W- EQ+ EQ- > -146.62 -61.86 -95.31 0.00 0.00 SUM LRFD_1 -205.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -205.3 LRFD_2a -175.9 0.0 0.0 -47.7 0.0 0.0 0.0 0.0 -223.6 LRFD_2b -175.9 0.0 -30.9 0.0 0.0 0.0 0.0 0.0 -206.9 LRFD_3a -175.9 0.0 0.0 -152.5 0.0 0.0 0.0 0.0 -328.4 LRFD_3b -175.9 0.0 -99.0 0.0 0.0 0.0 0.0 0.0 -274.9 LRFD_3c -175.91 0.0 0.0 -152.5 0.0 0.0 0.0 0.0 -328.4 LRFD_3d -175.9 0.0 -99.0 0.0 0.0 0.0 0.0 0.0 -274.9 LRFD_4a -175.9 0.0 0.0 -47.7 0.0 0.0 0.0 0.0 -223.6 LRFD_4b -175.9 0.0 -30.9 0.0 0.0 0.0 0.0 0.0 -206.9 LRFD_5 -202.7 0.0 0.0 -19.1 0.0 0.0 0.0 0.0 -221.8 LRFD_6 432.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -132.0 LRFD_7 -105.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -105.2 ASD-1 -146.61 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -146.6 ASD-2 -146.6 0.0 0.0 0.01 0.0 0.01 0.0 0.0 -146.6 ASD 3a -146.6 0.0 0.0 -95.3 0.0 0.0 0.0 0.0 -241.9 ASD 3b -146.6 0.0 -61.9 0.0 0.0 0.0 0.0 0.0 -208.5 ASD_4a -146.6 0.0 0.0 -71.5 0.0 0.0 0.0 0.0 -218.1 ASD 4b -146.6 0.0 -46.4 0.0 0.0 0.0 0.0 0.0 -193.0 ASD_5a -146.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -146.6 ASD_5b -165.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -165.4 ASD_6a1 -146.6 0.0 0.0 -71.5 0.0 0.0 0.0 0.0 -218.1 ASD_6a2 -146.6 0.0 -46.4 0.0 0.0 0.0 0.0 0.0 -193.0 ASD_6b -160.0 0.0 0.0 -71.5 0.0 0.0 0.0 0.0 -231.5 ASD_7 -88.0 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -88.0 ASD 8 1 -69.21 0.01 0.01 0.0 0.01 0.0 0.01 0.0 -69.2 Claddingwt r- 301psf AT 1319.5!�ft2 h--39.585�kip 8 LRFD Max -105.2 kip LRFD Min -328.4 kip ASD Max -69.2 kip ASD Min -241.9 kip Column Dead Load 146.62 kip Column Self Weight 9.40 kip DL, design 156.01 kip Phase 2 Gravity Loads @ Gravity -Only Columns LL = S,/ DL = 82 kip LL =11 kip S = 26 kip revised from previous calcs DL = 110k LL = 18 kip S = 45 kip TOP OF GM OE BM EI.1591n' / / (1�L —14--� iW OFPlEWF1 ,5'B tn' 1VP SOUIx OF WIB I) / OW 1YPSWMOF GPDI3 InIIII,11jj-- FC _ 21 &Q rv. . _ —. _. — . pUM / / / NPOF".-"1,-1R /—.—__ _ /— —. PaM i , i ; _.7._ _ _— T 'P rnmxWWnl/ .T _ _ _ —% _ _._._j_ —._ _ y._.—.'�_ * - - - - - ----- - --- GL 1 & Q Y GL 11 & N.5 P -- �-------- a- i i/ 225 kip b ----��' va,asi--------/----. ! L----�---J------------'" 1--'-- LL = 56 kip----L --- - - - - - ' S - 139 kip G: it i i j i i i j % j i j i Pa, � i i j i i i i l i —.— —.— _— _ _ _— __.—/_ _ _._--- 1--.—.—._ _._ _.— j j ! j i i i / / i / / / L.— — — / 1— --- — l — — — - - —'— . n ---i---------.__--_ffi,---r---��---�----r-DL=676ki DL= i-/----�----7----�---i----� r----/ �----i / j/---- P P i G LL = 227 kip f---- ----1---f---'-l- S = 379 kip -- -r---------------i---------r------------f'---- --- ------'-- -- - i------------- -- / r---/i i Pj a3� . SEE iro,E3 -'- ------ r---- - DL = ki - / m 7 DL =124 kip P- roPWPIECMdGRNEBM j uD, ; i l l ' LL = 22 ki P i EE sa ln�nP urn+cui ; j }' Pcs i j / i j ---1-------- �;.----i---'-----r---- ---�---t----�- --i '-'-'-7--- r + GL 11 &G.5-r----r'---- ---r'S = 56 kip --- - - - - - P- - - ----�--------�.--�----i-----i---- �----i ___,i_ DL = bbb ki1'----/--'--J- - - - -i- ---- '---�----� --- - - - - - - Fc LL = 247 kip G3 !/ S = 411 ki �� TYP BEARING COL Mr,m i P - - - - - i-- _ - i.-- -- -- •Ie+F Q NORTH & SOUTH _ _.�._._ _._._._ _.—.T._. -7 — _ r 7 / / r- I DL = 225 kip „E µDDIa. En a rD�rs. �,alry /— �. --- / � F — xorDEs,cxEOFW FB.Era:EwoxDr 1.— — — —'--- —. _.-- — — — — ----- —'—'— A — — —' �!"— N•Fanax r — — — — LL = 56 kipm m eroBro EauEx EuwDx m was Pe, M UNEMO FMEM Spill r,•P➢RDM B / xorsuaEcr roPux;lwoeo / ti S — 139 kip GL 11 & C.5 ` a / / '/ // !va,.u+.^� _ _._._—/ ._._ // /- // /._._ / 1 / / 1 �/ L._ _._._._ _. _._.1 �!>/GL181&B.5 -' ��r ---/---- Pam./- GL1 &A �1 ili C Pnn,GPMID ® J!' GL21 &A^ \` — a / CS L CS CS cS CS cS CS = 18 ip DL = 111 kip LL = kip LL = 17 kip S — 2 ki IS = 43 kip N O ! II B'./ ?T 9' / 33'-P �./ 33 B' i/ ll g i PG3833 A , i'� _ 3p FL. iraia'`ttPFaN00No31 `TP 500TIOF Gfl10151501?/ `TPNWM OF WI0,51'O L d d 0 d DL= 1 kip LL-111kip LL = kip LL -17 kip S = 2 kl S = 43 kip Pile Cap Design @ Gravity -Only Columns Phase 2 Loads Pile D L Lr S TYP BEARING COL @ N & S -111 0 -17 -43 GL 1 & A -111 0 -17 -43 GL 21 & A -82 0 -11 -26 GL 11 & B.S -225 0 -S6 -139 GL 11 & C.5 -666 0 -247 -411 GL 11 & G.5 -676 0 -227 -379 GL 1 & Q -110 0 -18 -45 GL 11 & N.5 1 -225 0 -56 -139 compression capacity 225 kips tension capacity 100 kips Phase 2 Pile Design LRFD Down LRFD UP ASD Down ASD Up # 16" Req'd # Provided DCR -202.0 -79.6 -154.0 -52.4 0.68 1 2 2 3 5 5 2 2 0.68 -202.0 -79.6 -154.0 -52.4 0.68 0.34 -140.0 -58.8 -109.0 -38.7 0.48 0.24 -492.4 -161.4 -364.0 -106.2 1.62 0.54 -1456.8 -477.7 -1077.0 -314.4 4.79 0.96 -1417.6 -484.8 -1055.0 -319.1 4.69 0.94 -204.0 -78.9 -155.0 -51.91 0.69 0.34 -492.4 -161.4 -364.0 -106.21 1.62 0.81 22 i I Ur =22 5 - 56 I � I B i 201.ip � I Llr — kip s 83 DL =133 LL = 22 ki -- - S = 56 kiD - N C3 Phase 2 Gravity Loads @ BRBF Pile Caps DL = 55 kip LL = 4 kip lL = 78'pp S=9kip 5 9. I kip P -- - - - - - ---._.----- ._ . _._.-.1._._._._ 4- -- - - - L -- - � L.--- -! --!- -- DL = 194 kip DL - kiP-------{----i-----T---- Llr 33 p j j 5 83 kip DL = 130 kip i EIWEENPLEGPb- ----- -- --BRB S 3 ---BRB_S_5-//----:r--- :i----7----f--- % - - - - _._.L_ _ _ _i j ;/ j i j i j q�N lsDUPEEsnr Pno. i —iVHTnEOFAM /BET-- - — <,c L_._._. /r i BRB E 1 BRB_E_3 BRB I sz a/ I a / I II / I II-B• i I a.,B• / I a,B. / DL =144 kip LL =19 kip S = 48 kip DL =156 kip LL = 62 kip S = 95 kip revised from previous calcs. UL=44Kip .����• LL =1 kip S = 2 kip / ,B•DI,PIE BRB MID c -- /---- \ _ --- DA PWNB PIE / iV%GLMONGCW, .B_W 3 i/ ! - 185 DL = 157 kip _._. % / -it - -%. %-- - LL, 7o P LL = 28 kip 1 ? _ __ .- B S = 70 kip B EEN PILECAPS ---i- -. _ _ -1---- --- - ----r--- ---- 7- -- - - - - /- PC S ^tf 6 PYES/.i PDt2. sueDl tO'DMPIFS IMY / / B_MID_1 - BE STInnEo DL kIP DL = 796 kipi /---- / ki - -i---- l-i-----j F 5 489 P ' S 489 ki _ _1- -- 1-- -- J- - -- - --- L - -- -- --1--- - - - - - - --BRB N_5- i i i i i -- / PBECIPs n �.- ---i---- ---- +--BRB N 3-• h - i SEE/—2 BRB N 1 Pw m L 2 j mw•rEefae rYEPkKFLO 50 0 L-.-._.J_._._._./.-._._.-.�._._.- _i ._ _._. / / L / 18kiPP' DL =144 kip LL =19 kip S = 48 kip / / / a PDx_- i i a i j 6 \M1n DL = 133 kip LL = 22 kip ry - --- S = 56 kip - D - 2D rp LL, --- = 83 DL = P DL =130 kip LL, = 22 kip ;p IDL=133kip C. kil LL = 22 kip S=56kip -- Pile Cap Design @ BRBF's Phase 2 Loads Pile GRID D L Lr S W+ W- EQ+ EQ- BRB_E_R1 A-9 -144 0 -19 -48 -195.0 340.1 -411.7 411.7 BRB_E_R3 A-11 -156 0 -62 -95 -8.5 49.0 -5.1 5.1 BRB_E_R5 A-13 -144 0 -19 -48 -271.6 197.0 -403.9 403.9 BRB_N_R1 G-21 -133 0 -22 -56 -306.5 251.1 -349.9 349.9 BRB_N_R3 1-21 -130 0 -22 -56 -6.2 105.9 -7.6 7.6 BRB_N_R5 K-21 -133 0 -221 56 -135.61 367.6 -312.7 312.7 BRB_S_R1 K-1 -194 0 -33 -83 -109.7 295.9 -230.1 230.1 BRB_S_R3 1-1 -130 0 -22 -56 -5.1 99.7 -2.9 2.9 BRB S R5 G-1 -133 0 -22 -56 -134.4 183.4 -250.4 250.4 BRB_W_R3 Q-9 -44 0 -1 -2 -6.0 20.1 -12.9 12.9 BRB_W_R5 Q-7 -55 0 -4 -9 -323.0 246.7 -401.6 401.6 BRB_MID_R1 M.5-11 -796 0 -194 -489 -747.0 1087.5 -805.0 805.0 BRB MID R3 N.7-11 -157 0 -28 70 -425.0 650.8 -732.9 732.9 24 compression capacity 225 kips tension capacity 100 kips Phase 2 Pile Design LRFD Down LRFD UP ASD Down ASD Up # 16" Req'd # Provided DCR -620.4 308.4 -450.6 220.2 2.00 6 0.33 -343.4 -91.4 -251.0 -64.2 1.12 6 0.19 -612.6 300.6 -445.2 214.8 1.98 6 0.33 -545.0 254.5 -394.9 182.1 1.76 3 0.59 -248.7 -11.1 -187.9 -14.5 0.83 3 0.28 -485.4 247.9 -368.9 156.1 1.64 3 0.55 -514.9 121.3 -394.8 69.5 1.75 3 0.58 -248.2 -17.3 -186.0 -18.2 0.83 3 0.29 -445.5 155.0 -325.3 112.5 1.45 3 0.48 -74.2 -18.6 -58.7 -11.7 0.26 3 0.09 -479.5 362.2 -343.2 255.2 1.53 3 0.51 -2111.11 371.1 -1658.11 187.81 See megatruss pile calculation -964.01 620.3 -690.21 439.01 4.28 1 8 0.54 25 Comment#19 (Battered Piles) 26 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers 20141205 MoF Covered Airpark - lateral pile analysis—batter.lp6o Pile Plus for windows, Version 2012-06.032 Analysis of Individual Piles and Drilled Shafts subjected to Lateral Loading using the p-y method © 1985-2012 by Ensoft, Inc. All Rights Reserved This copy of LPile is licensed to: ISM MKA Serial Number of security Device: 291911502 Company Name Stored in Security Device: Magnusson Klemencic ------------------- _-_-__-_ Files -used for Analysis ---------------------------------------------------------- Path to file locations: I:\MOF-WeStAirCover\Engineers\LDM\Foundation\Pile Design\lateral pile analysis\ Name of input data file: 20141205 MoF Covered covered Airpark - Airpark - lateral lateral pile pile analysis—batter.lp6d analysis_batter.1p6o Name Name of of output report file: output file: 20141205 MoF 20141205 MoF Covered Airpark - lateral pile analysis—batter.lp6p Name of plot runtime messeage file: 20141205 MOF Covered Airpark - lateral pile analysis_batter.lp6r ---------------------------- -- Date and Time of Analysis --------------------------------------------------------------------------------- Date: March 19, 2015 Time: 14:07:23 --------------------------------------------- Problem Title -------------------------------------------------------------------------------- Project Name: Museum of Flight - Covered Airpark job Number: N Page 1 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o Client: SRG Engineer: ldm Description: lateral pile analysis --------------------------------------- Program Options ---------------------------------------------------------------------- - Engineering units are us Customary units: pounds, inches, feet Basic Program options: This analysis computes pile response to lateral loading and will compute nonlinear moment -curvature and nominal moment capacity for section types with nonlinear properties. computation options: - Analysis uses p-y multiplers for group action - Analysis assumes no shear resistance at pile tip - Analysis for fixed -length pile or shaft only - No computation of foundation stiffness matrix values - Report pile response for full length of pile - Analysis assumes no loading by soil movements acting on pile - No p-y curves to be computed and reported for user -specified depths solution Control Parameters: - Number of pile increments = 200 - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in Pile Response output options: - values of pile- deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 ----------------------------------------------------- - Pile structural Properties and Geometry -------------------------------------------------------------------------------- Page 2 w 0 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o Total number of pile sections = 1 Total length of pile = 100.00 ft Depth of ground surface below top of pile = 0.00 ft Pile diameter values used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. Point Depth Pile X Diameter ft in - -- 10.00000 16.0000000 2 100.000000 16.0000000 Input Structural Properties: ---------------------------- Pile section No. l: section Type = Elastic Pile = circular Pipe Cross -sectional Shape = 100.00000000 ft section Length Top width = 16.00000000 in Bottom width = 16.00000000 in wall Thickness at Top = 0.43800000 in wall Thickness at Bottom = 0.43800000 in Top Area = 21.41358562 sq. in Bottom Area = 21.41358562 sq. in Moment of Inertia at Top = 648.74515467 = 648.74515467 inA4 inA4 Moment of Inertia Elastic Modulus at Bottom = 29000000. lbs/inA2 ---------------- ------------------------- slope and Pile Batter Angles Ground slope Angle = 0.000 degrees 0.000 radians Pile Batter Angle = 5.700 degrees"" 0.099 radians INP� Page 3 A 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o ------------------------------------------------- soil and Rock Layering Information -------------------------------------------------------------------------------- The soil profile is modelled using 8 layers Layer 1 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer = 0.0000 = 5.00000 ft ft Effective unit weight at top of layer Effective unit weight at bottom of layer = 115.00000 = 115.00000 pcf pcf Friction angle at top of layer - 30.00000 = 30.00000 deg. deg. Friction angle at bottom of layer k top of layer = 50.00000 pci Subgrade at Subgrade k at bottom of layer = 50.00000 pci Layer 2 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to Distance from top of pile to top of layer bottom of layer _ 5.00000 - 10.00000 ft ft Effective unit weight at top of layer Effective unit weight at bottom of layer = 111.00000 = 111.00000 pcf pcf undrained cohesion at top of undrained cohesion at bottom layer of layer = 400.00000 = 400.00000 psf psf Epsilon-50 at top of layer - 0.01500 0.01500 Epsilon-50 at bottom of layer = Layer 3 is sand, p-y criteria by Reese et al., 1974 Distance Distance from top of pile to top of layer from tap of pile to bottom of layer = 10.00000 = 18.00000 ft ft Effective unit weight at top of layer = 52.60000 52.60000 pcf Effective Friction unit weight at bottom of layer angle at top of layer - = 30.00000 pcf deg. Friction angle at bottom of layer - 30.00000 50.00000 deg. Subgrade Subgrade k at top of layer k at bottom of layer = = 50.00000 pci pci Layer 4 is sand, p-y criteria by Reese et al., 1974 w N Page 4 20141205 MoF covered Airpark - lateral pile analysis_batter.lp6o Distance from top of pile to top of layer from top of pile to bottom of layer = 18.00000 = 24.00000 ft ft Distance Effective unit weight at top of layer = 57.60000 57.60000 pcf pcf Effective unit weight at bottom of layer = 32.00000 deg. Friction angle at top of layer Friction angle at bottom of layer - = 32.00000 deg. Subgrade k at top of layer = 75.00000 = 75.00000 pci pci Subgrade k at bottom of layer Layer 5 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer - 24.00000 = 45.00000 ft ft Effective unit weight at top of layer = 57.60000 57.60000 pcf Effective unit weight at bottom of layer Friction angle at top of layer = = 32.00000 pcf deg. Friction angle at bottom of layer = 32.00000 = 60.00000 deg. pci Subgrade k at top of layer Subgrade k at bottom of layer = 60.00000 pci Layer 6 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = Distance from top of pile to bottom of layer - 45.00000 65.00000 ft ft Effective unit weight at top of layer = Effective unit weight at bottom of layer = 57.60000 57.60000 pcf pcf Friction angle at top of layer = Friction angle at bottom of layer = 30.00000 30.00000 deg. deg. subgrade k at top of layer = subgrade k at bottom of layer = 50.00000 50.00000 pci pci Layer 7 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to top of layer - 65.00000 ft ft Distance from top of pile to bottom of layer Effective unit weight at. top of layer = 95.00000 - 43.00000 pcf Effective unit weight at bottom of layer undrained cohesion at top of layer = 43.00000 - 500.00000 pcf psf undrained cohesion at bottom of layer = 500.00000 psf Epsilon-50 at top of layer - 0.01200 Epsilon-50 at bottom of layer = 0.01200 Layer 8 is sand, p-y criteria by Reese et al., 1974 W W Page 5 20141205 MOF covered Airpark - Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer subgrade k at top of layer subgrade k at bottom of layer lateral pile analysis_batter.lp6o 95.00000 ft 120.00000 ft 57.60000 pcf 57.60000 pcf 40.00000 deg. = 40.00000 deg. = 130.00000 pci 130.00000 pci (Depth of lowest soil layer extends 20.00 ft below pile tip) __________ ---------------------------- Summary of soil Properties -------------------------------------------------------------------------------- Layer Layer Effective undrained Angle of strain Soil Type Depth Unit Wt. Cohesion Friction Factor Layer kpY NUM (p-y Curve Criteria) ft pcf psf deg. Epsilon 50 ----pci ---------------------------------- ---------- ---------- ---------- ---------- ---------- 1- Sand (Reese, et al.) 0.00 115.000 -- 30-000-- 50.000 5.000 115.000 -- 30.000 -- 2 50.000 soft clay 5.000 111.000 400.000 -- 0.01500 -- 10.000 111.000 400.000 -- 0.01500 3 -- Sand (Reese, et al.) 10.000 52.600 -- 30.000 -- 50.000 18.000 52.600 -- 30.000 -- 4 50.000 sand (Reese, et al.) 18.000 57.600 -- 32.000 ~- 75.000 24.000 57.600 -- 32.000 5 75.000 sand (Reese, et al.) 24.000 57.600 -- 32.000 60.000 45.000 57.600 -- 32.000 6 60.000 sand (Reese, et al.) 45.000 57.600 -- 30.000 -- 50.000 Page 6 w 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o 65.000 57.600 -- 30.000 -- 50.000 7 soft clay 65.000 43.000 500.000 -- 0.01200 95.000 43.000 500.000 -- 0.01200 8 -- sand (Reese, et al.) 95.000 57.600 -- 40.000 -- 130.000 120.000 57.600 -- 40.000 -- 130.000 ------------------------------------- ------------------------------------------ p-y Modification Factors for Group Action -------------------------------------------------------------------------------- Distribution of p-y modifiers with depth defined using 4 points Point Depth x p-mult y-mult No. ft 1 -� 0.000 1.0000 1.0000 2 9.990 1.0000 1.0000 3 10.000 0.0200 1.0000 4 120.000 0.0200 1.0000 --------------------------------------- Loading Type -------------------------------------------------------------------------------- static loading criteria were used when computing p-y curves for all analyses. ---------- -------------------------------------- Pile-head Loading and Pile -head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 1 Load Load Condition condition Axial Thrust Compute No. Type 1 2 Force, lbs Top y vs. Pile Length ----- ------_---------------------------------------- ---------------- 1 2 v 16900. lbs s = 0.0000 in in 68500. No Page 7 W W a) 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o v = pperpendicular shear force applied to pile head M = bendIn moment applied to pile head y = lateral deflection relative to pile axis s = pile slope relative to original pile batter angle R = rotational stiffness appplie to p7le head Axial thrust is assumed to be acting axially for all pile batter angles. - computations of Nominal- 'y - MomentCapacityandNonlinear-- Bending stiffness Axial thrust force values were determined from pile -head loading conditions Number of Pile sections Analyzed = 1 Pile section No. 1: Moment -curvature properties were derived from elastic section properties ----------------------------------------------------------- computed values of - Pile Loading and Deflection -------------------------------------------------------------------------------- for Lateral Loading for Load Case Number 1 Pile-head conditions are shear and Pile -head Rotation (Loading Type 2) shear force at pile head = 16900.000 lbs Rotation of pile head = 0.000E+00 radians Axial load at pile head = 68500.000 lbs (zero slope for this load indicates fixed -head conditions) Depth Deflect. Bending Shear slope Total Bending Soil Res. Soil Spr. X y Moment Force S stress Stiffness p Es*h feet inches in-lbs lbs radians psi* lb-inA2 lb/in lb/inch ___---0.00 0.1506-784607. 16900. 0.000 874. 1.881E+10 0.000 0.000 0.000 0.500 0.1499-683156. 16769.-0.000234 11623. 1.881E+10-43.6979 1749.1980 0.000 Page 8 M Ak sm;iess L, D H F Dist rib. Lat. Load lb/inch 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o 1.000 0.1478 -583188. 16373. -0.000436 10390. 1.881E+10 -88.2608 3582.2001 0.000 1.500 0.1447 -486321. 15720. -0.000607 9195.9725 1.881E+10 -129.5489 5373.3001 0.000 2.000 0.1406 -394054. 14827. -0.000747 8058.1836 1.881E+10 -167.8309 7164.4001 0.000 2.500 0.1357 -307778. 13716. -0.000859 6994.2635 1.881E+10 -202.5369 8955.5001 0.000 3.000 0.1302 -228752. 12409. -0.000944 6019.7591 1.881E+10 -233.2875 10747. 0.000 3.500 0.1244 -158095. 10929. -0.001006 5148.4491 1.881E+10 -259.8712 12538. 0.000 4.000 0.1182 -96772. 9303.1389 -0.001047 4392.2493 1.881E+10 -282.2188 14329. 0.000 4.500 0.1118 -45597. 7573.9560 -0.001069 3761.1795 1.881E+10 -294.1755 15787. 0.000 5.000 0.1053 -5005.6182 5818.8525 -0.001077 3260.6306 1.881E+10 -290.8590 16566. 0.000 5.500 0.0989 25115. 4617.3160 -0.001074 3508.6119 1.881E+10 -109.6532 6654.1804 0.000 6.000 0.0925 51285. 3966.6777 -0.001062 3831.3274 1.881E+10 -107.2263 6958.8657 0.000 6.500 0.0861 73588. 3330.8271 -0.001042 4106.3586 1.881E+10 -104.7240 7295.4589 0.000 7.000 0.0799 92112. 2710.1871 -0.001016 4334.7804 1.881E+10 -102.1560 7666.9278 0.000 7.500 0.0739 106946. 2105.1256 -0.000984 4517.7028 1.881E+10 -99.5312 8076.7394 0.000 8.000 0.0681 118182. 1515.9610 -0.000948 4656.2670 1.881E+10 -96.8571 8528.9775 0.000 8.500 0.0626 125916. 942.9696 -0.000909 4751.6421 1.881E+10 -94.1401 9028.5151 0.000 9.000 0.0572 130245. 386.3948 -0.000868 4805.0217 1.881E+10 -91.3849 9581.2702 0.000 9.500 0.0521 131267. -153.5420 -0.000827 4817.6219 1.881E+10 -88.5940 10195. 0.000 10.000 0.0473 129082. -424.4702 -0.000785 4790.6800 1.881E+10 -1.7153 217.5567 0.000 10.500 0.0427 126819. -442.4512 -0.000744 4762.7680 1.881E+10 -4.2783 600.8798 0.000 11.000 0.0384 124385. -467.5030 -0.000704 4732.7517 1.881E+10 -4.0723 636.7018 0.000 11.500 0.0343 121788. -491.2435 -0.000665 4700.7266 1.881E+10 -3.8411 672.5238 0.000 12.000 0.0304 119036. -513.5323 -0.000627 4666.7993 1.881E+10 -3.5885 708.3458 0.000 12.500 0.0268 116140. -534.2509 -0.000589 4631.0866 1.881E+10 -3.3178 744.1678 0.000 Page 9 W J 20141205 MOF Covered Airpark - lateral pile analysis_batter.lp6o 13.000 0.0233 113109. -553.3014 -0.000553 4593.7134 1.881E+10 -3.0324 779.9898 0.000 13.500 0.0201 109955. -570.6055 -0.000517 4554.8111 1.881E+10 -2.7356 815.8118 0.000 14.000 0.0171 106687. -586.1035 -0.000482 4514.5166 1.881E+10 -2.4304 851.6338 0.000 14.500 0.0143 103318. -599.7535 -0.000449 4472.9708 1.881E+10 -2.1196 887.4558 0.000 15.000 0.0117 99859. -611.5299 -0.000417 4430.3170 1.881E+10 -1.8059 923.2778 0.000 15.500 0.009332 96322. -621.4225 -0.000385 4386.7001 1.881E+10 -1.4917 959.0998 0.000 16.000 0.007112 92719. -629.4357 -0.000355 4342.2654 1.881E+10 -1.1794 994.9218 0.000 16.500 0.005070 89061. -635.5870 -0.000326 4297.1572 1.881E+10 -0.8710 1030.7438 0.000 17.000 0.003199 85360. -639.9060 -0.000298 4251.5183 1.881E+10 -0.5686 1066.5658 0.000 17.500 0.001491 81627. -642.4335 -0.000272 4205.4890 1.881E+10 -0.2739 1102.3878 0.000 18.000 -6.145E-05 77874. -643.2202 -0.000246 4159.2063 1.881E+10 0.0117 1138.2098 0.000 18.500 -0.001464 74111. -641.9463 -0.000222 4112.8028 1.881E+10 0.4130 1691.9366 0.000 19.000 -0.002726 70353. -638.3283 -0.000199 4066.4629 1.881E+10 0.7930 1745.6696 0.000 19.500 -0.003852 66615. -632.4833 -0.000177 4020.3613 1.881E+10 1.1553 1799.4026 0.000 20.000 -0.004851 62909. -624.5222 -0.000156 3974.6649 1.881E+10 1.4984 1853.1356 0.000 20.500 -0.005730 59249. -614.5637 -0.000137 3929.5320 1.881E+10 1.8211 1906.8686 0.000 21.000 -0.006496 55647. -602.7328 -0.000119 3885.1118 1.881E+10 2.1225 1960.6016 0.000 21.500 -0.007154 52114. -589.1594 -0.000102 3841.5439 1.881E+10 2.4019 2014.3346 0.000 22.000 -0.007714 48660. -573.9775 -8.544E-05 3798.9581 1.881E+10 2.6587 2068.0676 0.000 22.500 -0.008180 45296. -557.3235 -7.046E-05 3757.4739 1.881E+10 2.8926 2121.8006 0.000 23.000 -0.008559 42030. -539.3354 -5.653E-05 3717.2006 1.881E+10 3.1034 2175.5336 0.000 23.500 -0.008858 38871. -520.1516 -4.363E-05 3678.2372 1.881E+10 3.2912 2229.2666 0.000 24.000 -0.009083 35824. -499.9102 -3.172E-05 3640.6719 1.881E+10 3.4559 2282.9996 0.000 24.500 -0.009239 32898. -480.6080 -2.076E-05 3604.5830 1.881E+10 2.9781 1934.1291 0.000 Page 10 w w 20141205 MoF Covered Airpark - lateral pile -1.072E-05 3569.7629 analysis_batter.lp6o 1.881E+10 3.0750 1977.1155 25.000 -0.009332 30074. -462.4486 0.000 25.500 -0.009367 27357. -443.7621 -1.561E-06 3536.2594 1.881E+10 3.1538 2020.1019 0.000 26.000 -0.009351 24750. -424.6552 6.748E-06 3504.1117 1.881E+10 3.2152 2063.0883 0.000 26.500 -0.009286 22256. -405.2308 1.424E-05 3473.3514 1.881E+10 3.2596 2106.0747 0.000 27.000 -0.009180 19876. -385.5882 2.096E-05 3444.0021 1.881E+10 3.2879 2149.0611 0.000 27.500 -0.009035 17612. -365.8221 2.694E-05 3416.0804 1.881E+10 3.3008 2192.0475 0.000 28.000 -0.008856 15464. -346.0227 3.221E-05 3389.5954 1.881E+10 3.2990 2235.0339 0.000 28.500 -0.008648 13433. -326.2751 3.682E-05 3364.5501 1.881E+10 3.2835 2278.0203 0.000 29.000 -0.008414 11518. -306.6597 4.080E-05 3340.9407 1.881E+10 3.2550 2321.0067 0.000 29.500 -0.008159 9719.3257 -287.2512 4.419E-05 3318.7576 1.881E+10 3.2145 2363.9931 0.000 30.000 -0.007884 8034.8818 -268.1191 4.702E-05 3297.9859 1.881E+10 3.1629 2406.9795 0.000 30.500 -0.007594 6463.2477 -249.3275 4.933E-05 3278.6053 1.881E+10 3.1010 2449.9659 0.000 31.000 -0.007292 5002.4030 -230.9348 5.116E-05 3260.5909 1.881E+10 3.0299 2492.9523 0.000 31.500 -0.006981 3649.9783 -212.9941 5.254E-05 3243.9135 1.881E+10 2.9504 2535.9387 0.000 32.000 -0.006662 2403.2883 -195.5528 5.350E-05 3228.5399 1.881E+10 2.8634 2578.9251 0.000 32.500 -0.006339 1259.3654 -178.6531 5.409E-05 3214.4336 1.881E+10 2.7698 2621.9115 0.000 33.000 -0.006013 214.9913 -162.3319 5.432E-05 3201.5549 1.881E+10 2.6706 2664.8979 0.000 33.500 -0.005687 -733.2703 -146.6208 5.424E-05 3207.9461 1.881E+10 2.5665 2707.8843 0.000 34.000 -0.005362 -1589.0432 -131.5465 5.387E-05 3218.4991 1.881E+10 2.4583 2750.8707 0.000 34.500 -0.005040 -2356.1084 -117.1307 5.324E-05 3227.9581 1.881E+10 2.3469 2793.8571 0.000 35.000 -0.004723 -3038.3750 -103.3907 5.238E-05 3236.3715 1.881E+10 2.2331 2836.8435 0.000 35.500 -0.004412 -3639.8524 -90.3390 5.131E-05 3243.7886 1.881E+10 2.1175 2879.8299 0.000 36.000 -0.004107 -4164.6237 -77.9842 5.007E-05 3250.2598 1.881E+10 2.0008 2922.8163 0.000 36.500 -0.003811 -4616.8207 -66.3308 4.867E-05 3255.8361 1.881E+10 1.8837 2965.8027 0.000 Page 11 20141205 MOF Covered Airpark - lateral pile analysis_batter.lp6o 37.000 -0.003523 -5000.5999 -55.3794 4.714E-05 3260.5687 1.881E+10 1.7668 3008.7891 0.000 37.500 -0.003245 -5320.1200 -45.1274 4.549E-05 3264.5088 1.881E+10 1.6506 3051.7755 0.000 38.000 -0.002977 -5579.5214 -35.5685 4.375E-05 3267.7076 1.881E+10 1.5357 3094.7619 0.000 38.500 -0.002720 -5782.9069 -26.6939 4.194E-05 3270.2157 1.881E+10 1.4225 3137.7483 0.000 39.000 -0.002474 -5934.3235 -18.4917 4.007E-05 3272.0829 1.881E+10 1.3115 3180.7347 0.000 39.500 -0.002239 -6037.7469 -10.9477 3.816E-05 3273.3582 1.881E+10 1.2031 3223.7211 0.000 40.000 -0.002016 -6097.0660 -4.0453 3.623E-05 3274.0897 1.881E+10 1.0977 3266.7075 0.000 40.500 -0.001805 -6116.0704 2.2339 3.428E-05 3274.3241 1.881E+10 0.9954 3309.6939 0.000 41.000 -0.001605 -6098.4382 7.9101 3.233E-05 3274.1067 1.881E+10 0.8967 3352.6803 0.000 41.500 -0.001417 -6047.7264 13.0052 3.040E-05 3273.4813 1.881E+10 0.8017 3395.6668 0.000 42.000 -0.001240 -5967.3612 17.5422 2.848E-05 3272.4903 1.881E+10 0.7106 3438.6532 0.000 42.500 -0.001075 -5860.6313 21.5450 2.659E-05 3271.1741 1.881E+10 0.6237 3481.6396 0.000 43.000 -0.000921 -5730.6813 25.0388 2.475E-05 3269.5717 1.881E+10 0.5409 3524.6260 0.000 43.500 -0.000778 -5580.5069 28.0491 2.294E-05 3267.7198 1.881E+10 0.4625 3567.6124 0.000 44.000 -0.000646 -5412.9511 30.6019 2.119E-05 3265.6536 1.881E+10 0.3884 3610.5988 0.000 44.500 -0.000524 -5230.7017 32.7237 1.949E-05 3263.4062 1.881E+10 0.3188 3653.5852 0.000 45.000 -0.000412 -5036.2895 34.4409 1.785E-05 3261.0088 1.881E+10 0.2536 3696.5716 0.000 45.500 -0.000309 -4832.0880 35.6781 1.628E-05 3258.4907 1.881E+10 0.1588 3081.0656 0.000 46.000 -0.000216 -4621.5354 36.4916 1.477E-05 3255.8942 1.881E+10 0.1123 3116.8876 0.000 46.500 -0.000132 -4406.3331 37.0367 1.333E-05 3253.2405 1.881E+10 0.0694 3152.7096 0.000 47.000 -5.622E-05 -4188.0561 37.3344 1.196E-05 3250.5488 1.881E+10 0.0299 3188.5316 0.000 47.500 1.155E-05 -3968.1546 37.4054 1.066E-05 3247.8371 1.881E+10 -0.006209 3224.3536 0.000 48.000 7.174E-05 -3747.9564 37.2698 9.433E-06 3245.1217 1.881E+10 -0.0390 3260.1756 0.000 48.500 0.000125 -3528.6702 36.9473 8.272E-06 3242.4176 1.881E+10 -0.0685 3295.9976 0.000 Page 12 0 20141205 MOF Covered Airpark - lateral pile 36.4569 7.182E-06 3239.7382 analysis_batter.lp6o 1.881E+10-0.0950 3331.8196 49.000 0.000171 -3311.3885 0.000 49.500 0.000211 -3097.0913 35.8168 6.160E-06 3237.0956 1.881E+10 -0.1184 3367.6416 0.000 50.000 0.000245 -2886.6501 35.0449 5.206E-06 3234.5005 1.881E+10 -0.1389 3403.4636 0.000 50.500 0.000273 -2680.8321 34.1579 4.318E-06 3231.9625 1.881E+10 -0.1567 3439.2856 0.000 51.000 0.000297 -2480.3044 33.1722 3.495E-06 3229.4897 1.881E+10 -0.1719 3475.1076 0.000 51.500 0.000315 -2285.6388 32.1030 2.735E-06 3227.0891 1.881E+10 -0.1845 3510.9296 0.000 52.000 0.000330 -2097.3163 30.9650 2.036E-06 3224.7668 1.881E+10 -0.1948 3546.7516 0.000 52.500 0.000340 -1915.7321 29.7720 1.396E-06 3222.5276 1.881E+10 -0.2029 3582.5736 0.000 53.000 0.000346 -1741.2002 28.5368 8.130E-07 3220.3754 1.881E+10 -0.2088 3618.3956 0.000 53.500 0.000350 -1573.9586 27.2716 2.844E-07 3218.3130 1.881E+10 -0.2129 3654.2176 0.000 54.000 0.000350 -1414.1741 25.9878 -1.921E-07 3216.3427 1.881E+10 -0.2151 3690.0396 0.000 54.500 0.000347 -1261.9473 24.6957 -6.189E-07 3214.4655 1.881E+10 -0.2156 3725.8616 0.000 55.000 0.000342 -1117.3171 23.4050 -9.983E-07 3212.6820 1.881E+10 -0.2146 3761.6836 0.000 55.500 0.000335 -980.2662 22.1247 -1.333E-06 3210.9919 1.881E+10 -0.2122 3797.5056 0.000 56.000 0.000326 -850.7252 20.8628 -1.625E-06 3209.3945 1.881E+10 -0.2085 3833.3276 0.000 56.500 0.000316 -728.5776 19.6265 -1.877E-06 3207.8882 1.881E+10 -0.2036 3869.1496 0.000 57.000 0.000304 -613.6646 18.4225 -2.091E-06 3206.4712 1.881E+10 -0.1977 3904.9716 0.000 57.500 0.000291 -505.7887 17.2567 -2.269E-06 3205.1409 1.881E+10 -0.1909 3940.7936 0.000 58.000 0.000277 -404.7190 16.1341 -2.414E-06 3203.8946 1.881E+10 -0.1833 3976.6156 0.000 58.500 0.000262 -310.1949 15.0592 -2.528E-06 3202.7289 1.881E+10 -0.1750 4012.4376 0.000 59.000 0.000246 -221.9300 14.0359 -2.613E-06 3201.6405 1.881E+10 -0.1661 4048.2596 0.000 59.500 0.000230 -139.6166 13.0671 -2.671E-06 3200.6255 1.881E+10 -0.1568 4084.0816 0.000 60.000 0.000214 -62.9290 12.1556 -2.703E-06 3199.6798 1.881E+10 -0.1471 4119.9036 0.000 60.500 0.000198 8.4728 11.3033 -2.712E-06 3199.0083 1.881E+10 -0.1371 4155.7256 0.000 Page 13 A 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o 61.000 0.000182 74.9392 10.5114 -2.698E-06 3199.8279 1.881E+10 -0.1269 4191.5476 0.000 61.500 0.000166 136.8279 9.7809 -2.665E-06 3200.5911 1.881E+10 -0.1166 4227.3696 0.000 62.000 0.000150 194.5007 9.1121 -2.612E-06 3201.3023 1.881E+10 -0.1063 4263.1916 0.000 62.500 0.000134 248.3201 8.5047 -2.541E-06 3201.9659 1.881E+10 -0.0961 4299.0136 0.000 63.000 0.000119 298.6462 7.9581 -2.454E-06 3202.5865 1.881E+10 -0.0861 4334.8357 0.000 63.500 0.000105 345.8339 7.4709 -2.351E-06 3203.1684 1.881E+10 -0.0763 4370.6577 0.000 64.000 9.094E-05 390.2302 7.0417 -2.234E-06 3203.7159 1.881E+10 -0.0668 4406.4797 0.000 64.500 7.791E-05 432.1709 6.6683 -2.103E-06 3204.2331 1.881E+10 -0.0577 4442.3017 0.000 65.000 6.571E-05 471.9784 6.3481 -1.959E-06 3204.7240 1.881E+10 -0.0490 4478.1237 0.000 65.500 5.441E-05 509.9584 5.4750 -1.802E-06 3205.1923 1.881E+10 -0.2420 26685. 0.000 66.000 4.409E-05 539.1600 4.0723 -1.635E-06 3205.5524 1.881E+10 -0.2256 30704. 0.000 66.500 3.479E-05 560.1694 2.7700 -1.459E-06 3205.8115 1.881E+10 -0.2085 35952. 0.000 67.000 2.657E-05 573.5999 1.5729 -1.279E-06 3205.9771 1.881E+10 -0.1906 43029. 0.000 67.500 1.945E-05 580.0946 0.4859 -1.095E-06 3206.0572 1.881E+10 -0.1717 52980. 0.000 68.000 1.344E-05 580.3305 -0.4848 -9.096E-07 3206.0601 1.881E+10 -0.1518 67794. 0.000 68.500 8.535E-06 575.0244 -1.3319 -7.254E-07 3205.9947 1.881E+10 -0.1305 91748. 0.000 69.000 4.733E-06 564.9444 -7.0345 -5.436E-07 3205.8704 1.881E+10 -1.7704 2244203. 0.000 69.500 2.012E-06 491.0569 -14.6036 -3.752E-07 3204.9592 1.881E+10 -0.7526 2244203. 0.000 70.000 2.309E-07 390.0102 -17.1205 -2.347E-07 3203.7132 1.881E+10 -0.0864 2244203. 0.000 70.500 -8.042E-07 285.8037 -16.4772 -1.269E-07 3202.4282 1.881E+10 0.3008 2244203. 0.000 71.000 -1.292E-06 192.3881 -14.1247 -5.068E-08 3201.2762 1.881E+10 0.4834 2244203. 0.000 71.500 -1.412E-06 116.3491 -11.0897 -1.452E-09 3200.3385 1.881E+10 0.5283 2244203. 0.000 72.000 -1.310E-06 59.3127 -8.0352 2.656E-08 3199.6352 1.881E+10 0.4899 2244203. 0.000 72.500 -1.094E-06 19.9048 -5.3383 3.919E-08 3199.1492 1.881E+10 0.4091 2244203. 0.000 Page 14 A N 20141205 MOF Covered Airpark - lateral pile 3198.9627 analysis_batter.lp6o 1.881E+10 0.3140 2244203. 73.000 -8.395E-07 -4.7793 -3.1691 4.160E-08 0.000 73.500 -5.944E-07 -18.1590 -1.5602 3.795E-08 3199.1277 1.881E+10 0.2223 2244203. 0.000 74.000 -3.841E-07 -23.5323 -0.4621 3.130E-08 3199.1940 1.881E+10 0.1437 2244203. 0.000 74.500 -2.189E-07 -23.7301 0.2145 2.376E-08 3199.1964 1.881E+10 0.0819 2244203. 0.000 75.000 -9.900E-08 -20.9777 0.5712 1.663E-08 3199.1625 1.881E+10 0.0370 2244203. 0.000 75.500 -1.928E-08 -16.8895 0.7039 1.059E-08 3199.1121 1.881E+10 0.007212 2244203. 0.000 76.000 2.812E-08 -12.5394 0.6940 5.901E-09 3199.0584 1.881E+10 -0.0105 2244203. 0.000 76.500 5.153E-08 -8.5664 0.6046 2.535E-09 3199.0094 1.881E+10 -0.0193 2244203. 0.000 77.000 5.854E-08 -5.2860 0.4811 3.263E-10 3198.9690 1.881E+10 -0.0219 2244203. 0.000 77.500 5.544E-08 -2.7933 0.3532 -9.620E-10 3198.9382 1.881E+10 -0.0207 2244203. 0.000 78.000 4.700E-08 -1.0467 0.2383 -1.574E-09 3198.9167 1.881E+10 -0.0176 2244203. 0.000 78.500 3.655E-08 0.0672 0.1445 -1.730E-09 3198.9046 1.881E+10 -0.0137 2244203. 0.000 79.000 2.623E-08 0.6889 0.0741 -1.610E-09 3198.9123 1.881E+10 -0.009812 2244203. 0.000 79.500 1.723E-08 0.9572 0.0253 -1.347E-09 3198.9156 1.881E+10 -0.006445 2244203. 0.000 80.000 1.006E-08 0.9934 -0.005341 -1.036E-09 3198.9160 1.881E+10 -0.003764 2244203. 0.000 80.500 4.795E-09 0.8940 -0.0220 -7.354E-10 3198.9148 1.881E+10 -0.001794 2244203. 0.000 81.000 1.238E-09 0.7299 -0.0288 -4.765E-10 3198.9128 1.881E+10 -0.000463 2244203. 0.000 81.500 -9.228E-10 0.5490 -0.0291 -2.726E-10 3198.9106 1.881E+10 0.000345 2244203. 0.000 82.000 -2.033E-09 0.3804 -0.0258 -1.244E-10 3198.9085 1.881E+10 0.000760 2244203. 0.000 82.500 -2.416E-09 0.2392 -0.0208 -2.559E-11 3198.9067 1.881E+10 0.000904 2244203. 0.000 83.000 -2.340E-09 0.1305 -0.0155 3.337E-11 3198.9054 1.881E+10 0.000875 2244203. 0.000 83.500 -2.015E-09 0.0533 -0.0106 6.267E-11 3198.9044 1.881E+10 0.000754 2244203. 0.000 84.000 -1.588E-09 0.003192 -0.006562 7.168E-11 3198.9038 1.881E+10 0.000594 2244203. 0.000 84.500 -1.155E-09 -0.0255 -0.003484 6.812E-11 3198.9041 1.881E+10 0.000432 2244203. 0.000 Page 15 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o 85.000 -7.707E-10-0.0387-0.001323 5.788E-11 3198.9043 1.881E+10 0.000288 2244203. 0.000 85.500 -4.604E-10-0.0414 5.870E-05 4.511E-11 3198.9043 1.881E+10 0.000172 2244203. 0.000 86.000 -2.294E-10-0.0380 0.000833 3.244E-11 3198.9043 1.881E+10 8.580E-05 2244203. 0.000 86.500 -7.107E-11-0.0315 0.001170 2.137E-11 3198.9042 1.881E+10 2.658E-05 2244203. 0.000 87.000 2.702E-11-0.0240 0.001219 1.252E-11 3198.9041 1.881E+10 -1.011E-05 2244203. 0.000 87.500 7.923E-11-0.0168 0.001100 6.014E-12 3198.9040 1.881E+10 -2.963E-05 2244203. 0.000 88.000 9.919E-11-0.0108 0.000900 1.608E-12 3198.9039 1.881E+10 -3.710E-05 2244203. 0.000 88.500 9.852E-11-0.006053 0.000678 -1.077E-12 3198.9039 1.881E+10 -3.685E-05 2244203. 0.000 89.000 8.627E-11-0.002647 0.000471 -2.464E-12 3198.9038 1.881E+10 -3.227E-05 2244203. 0.000 89.500 6.895E-11-0.000403 0.000296 -2.951E-12 3198.9038 1.881E+10 -2.579E-05 2244203. 0.000 90.000 5.086E-11 0.000912 0.000162 -2.870E-12 3198.9038 1.881E+10 -1.902E-05 2244203. 0.000 90.500 3.451E-11 0.001543 6.622E-05 -2.478E-12 3198.9038 1.881E+10 -1.291E-05 2244203. 0.000 91.000 2.112E-11 0.001709 3.798E-06 -1.960E-12 3198.9038 1.881E+10 -7.900E-06 2244203. 0.000 91.500 1.100E-11 0.001590 -3.224E-05 -1.433E-12 3198.9038 1.881E+10 -4.114E-06 2244203. 0.000 92.000 3.919E-12 0.001323 -4.898E-05 0.000 3198.9038 1.881E+10 -1.466E-06 2244203. 0.000 92.500 0.000 0.001003 -5.268E-05 0.000 3198.9038 1.881E+10 2.346E-07 2244203. 0.000 93.000 -3.254E-12 0.000692 -4.832E-05 0.000 3198.9038 1.881E+10 1.217E-06 2244203. 0.000 93.500 -4.556E-12 0.000424 -3.956E-05 0.000 3198.9038 1.881E+10 1.704E-06 2244203. 0.000 94.000 -5.048E-12 0.000217 -2.878E-05 0.000 3198.9038 1.881E+10 1.888E-06 2244203. 0.000 94.500 -5.124E-12 7.852E-05 -1.737E-05 0.000 3198.9038 1.881E+10 1.917E-06 2244203. 0.000 95.000 -5.050E-12 8.817E-06 -5.949E-06 0.000 3198.9038 1.881E+10 1.889E-06 2244203. 0.000 95.500 -4.959E-12 7.114E-06 -2.671E-07 0.000 3198.9038 1.881E+10 5.235E-09 6334.0107 0.000 96.000 -4.854E-12 5.599E-06 -2.358E-07 0.000 3198.9038 1.881E+10 5.200E-09 6427.1479 0.000 96.500 -4.739E-12 4.270E-06 -2.047E-07 0.000 3198.9038 1.881E+10 5.150E-09 6520.2851 0.000 Page 16 A 20141205 MOF covered airpark - lateral pile analysis_batter.lp6o 97.000 -4.615E-12 3.126E-06 -1.740E-07 0.000 3198.9038 1.881E+10 5.087E-09 0.000 97.500 -4.486E-12 2.164E-06 -1.437E-07 0.000 3198.9038 1.881E+10 5.014E-09 0.000 98.000 -4.352E-12 1.383E-06 -1.139E-07 0.000 3198.9038 1.881E+10 4.932E-09 0.000 98.500 -4.216E-12 7.794E-07 -8.454E-08 0.000 3198.9038 1.881E+10 4.843E-09 0.000 99.000 -4.078E-12 3.499E-07 -5.577E-08 0.000 3198.9038 1.881E+10 4.748E-09 0.000 99.500 -3.940E-12 9.129E-08 -2.758E-08 0.000 3198.9038 1.881E+10 4.648E-09 0.000 100.000 -3.801E-12 0.000 0.000 0.000 3198.9038 1.881E+10 4.544E-09 0.000 * The above values of total stress are combined axial and bending stress. output verification: computed forces and moments are within specified convergence limits. output summary for Load case No. 1: Pile -head deflection = computed slope at pile head = Maximum bending moment = Maximum shear force = Depth of maximum bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.1506408 inches 0.000000 radians -784607. inch-lbs 16900. lbs 0.000000 inches below pile head 0.000000 inches below pile head 13 7 ------------------------------------------ - summary of Pile Response(s) -------------------------------------------------------------------------------- Definitions of Pile -head Loading conditions: Load Type 1: Load 1 = shear, lbs, and Load 2 = Moment, in-lbs Load Type 2: Load 1 = shear, lbs, and Load 2 = slope, radians Load Type 3: Load 1 = shear, lbs, and Load 2 = notational stiffness, in-lbs/radian Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs Load Type 5: Load 1 = Top Deflection, inches, and Load 2 = slope, radians Page 17 A N 6613.4223 6706.5595 6799.6967 6892.8339 6985.9711 7079.1083 3586.1228 20141205 MoF Covered Airpark - Pile -head Pile -head lateral pile analysis_batter.lp6o Load Load Condition 1 Condition 2 Axial Pile -head Case Type v(lbs) or in -lb, rad., Loading Rotation No. No. y(inches) or in-lb/rad. lbs radians --1 - -2 v = 16900. s 0.000 68500 0.00000000 The analysis ended normally. Page 18 Pile -head Maximum Maximum Deflection Moment shear inches in-lbs lbs 0.15064084-784607. 16900. Joist Design 47 MAGNUSSON f1 KLEMENCIC ll ASSOCIATES O ROOF JOISTS AND BRIDGING CALCULATIONS THE ROOF JOISTS WERE ORIGINALLY DESIGNED AS OPEN -WEB JOISTS AND AS DEFERRED SUBMITTALS. THE DRAWINGS HAVE BEEN REVISED TO REFLECT JOISTS DESIGNED BY MKA. THE FOLLOWING ARE THE CALCULATIONS ASSOCIATED WITH THE JOISTS AND BRIDGING. ■ The roof joists' loads are designed based on the loading described on sheets S101 and S102. ■ Joists are designed from SAP 2000 designer • SAP2000 designer shows that DCR's exceed 1.0 for some top chords. Built-up shape capacity calculations are provided in "top chord design" calcs. ■ Top chord design utilizes design per AISC section H1, where axial and bending capacities are determined from Direct Strength Method (DSM) of The North American Specification for the Design of Cold -Formed Steel Structural Members (AISI 20 to determine critical elastic buckling capacities from the asymmetric sections Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 48 Load Combination Dead Wind Wind Wind Wind Snow Up Pl Dm'PI Up P2 Dm.PI EQ+ EQ' P1—LRFDl 1'4 Pl—LRFD3 1.3 16 Pl— LRFO4 1.2 0.5 1.667 Pl—LRFO6 0.9 1.667 P2—LRFD1 1.4 P2—LRFD3 1.2 1.6 _ P2—LRFD4 1.2 US 1.667 P2—LFRDS+ 1383 0.2 l PZ—LRFDS' 1383 0.2 l P2—LRFD6 0.9 1.667 P2—LRFD7+ 0717 1 P2—LRFD7- 0717 1 P2—LRFD3 (Hang 1) l * 1 P2—LRFO3 (Hong2/) 1 � 1 P3—LRFD3 (Hang30 l x l P3—LRFD3 (Hang3) l * l 49 Wind Wind Wind Wind Load Combination Dead Snow Up P1 Dn. PI Up P2 Dn. P1 EQ+ EQ- (Pl) Phase One (P2) Phase Two H Associated Hanging Loads are Treated as a Dead Load 50 MUSEUM OF FLIGHT MKA DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 MIND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 1 - SERVICE DEFLECTIONS 4. V'" o.0'" 4.5" -3.4" r.M•31 -2.75" 0.1" �10.8" xw%m 61 JOI- . HYPE 1 SAP2000 DESIGN CHECKS 3/19/2015 PARTIAL ELEVATION (LEFT SIDE) Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets . 4,6Y MTi M97 W.. V 1. IY6 1 il 6 L A I L.Ji i LJI1 1111 1, � 0• w �. f Q m� �n m 4 / >4 0. 524 0.529 a 567 a S67 0 719 0.722 0.854 a 954 9 16U 0 M 0_048 a.849 0 077 0 877 a 877 0.877 M 0.00 0.50 0. 0 4W 1.00 cn N SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F JOIz>. HYPE 1 SAP2000 DESIGN CHECKS 3/19/2015 u, SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F w JOI„ . HYPE 1 SAP2000 MODEL 3/ 19/2015 �Pin Support Chord Members Roller Support Continuous, TYP z '___ ------------------------------------------------------------------- \__ Left Side Partial Elevation SAP2000 17.1.1 A Web Members Pin -Released, TYP r -------------------------------------------------------------- Right Side Partial Elevation Kip, in, F MUSEUM OF FLIGHT MICA DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 VIND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 1 A -SERVICE DEFLECTIONS 3.8° 5.50 j 4.40 -3.3° 4.5' �10.4° 410.9° 55 JOIST TYPE 1 A SAP2000 DESIGN CHECKS PARTIAL ELEVATION (LEFT SIDE) 3/ 19/2015 Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets Ln o SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in,' F .,OIST TYPE 1 A SAP2000 DESIGN CHECKS PARTIAL ELEVATION (RIGHT SIDE) W 0. 3/ 19/2015 Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F OD .,OIST TYPE 1 B SAP2000 DESIGN CHECKS Roller Support Chord Members Roller Support with Spring Continuous, TYP with Spring -- -- - =--------- - - - - --------- - - - - -- Left Side Partial Elevation SAP2000 17.1.1 Web Members Pin -Released, TYP 3/19/2015 Right Side Partial Elevation Kip, in, F MUSEUM OF FLIGHT MKA JOIST TYPE 2 - SERVICE DEFLECTIONS DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 VIND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) 2.8" 2.3" t-1.7° 2.3" -1.3" �0.03" 5.3" 5.0" 59 LO O N O CC0 Q U w 2 V Z CD N w W Q }d r ON LL c a Y O O O N d a U) 60 LO O N rn M Q O N � a)N s N C Def � O N O N O�Qcn L U. Nc � rn a-0 > Ln O a� p s � U C) -a o a a o 0 <n U 0 EZ9'0 0 ab O �ap 0 oe a ��e szi•o � �o O arz m _ 10 O 0 O LU E•a•o LU J p w N ti < Qd � srr m i LL c a Y O O (O C) U D Q N O N c 0 U N C N 2 CO 61 O N rn CM Q Z N 0 N a N O C 'C O O O a > N Lu 0 N C� C N s O U U o a a V % — o t a 72 N .> J W LL c a Y 17 r O O O N a Q U) 62 MUSEUM OF FLIGHT MKA JOIST TYPE 3 - SERVICE DEFLECTIONS DEAD, PHASE 1 -Used to Determine Comber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 VIND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) 3.6" 7.9" 7.6" 63 M, O N rn M LL c a Y O O Co M U C0 a 0 Of c 0 U f6 N C CL N U) O O 0 N CL a U) 64 r 0 N rn M Y LL c d Y 0 0 0 N IL Q U) 65 Tv, Q 6 O d > N -6 w in t O / s rn a D V) E N /D _ i O C s O VU / C CD � t 0 a CM CL ) � a / a� N s ` 3 t c -a O in O > _N J U.J LL c a Y 66 MUSEUM OF FLIGHT MKA JOIST TYPE 4 - SERVICE DEFLECTIONS DEAD, PHASE 1 -Used to Determine i__., NLZVVV�j� Camber j 0.2" DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) 0.3" SNOW i�. 0.2" WIND UP, PHASE 1 L, -0.2" VIND DN, PHASE 1 0.2" WIND UP, PHASE 2 L. �\�VVV�JZ t-0.1" WIND DN, PHASE 2 0.0° TOTAL, PHASE 1 (Worst Case) L. 0.5" TOTAL, PHASE 2 (Worst Case) L, 0.6" 67 LO 0 N m a 0 w N af af c S O Q N t C) Cc:) F O _N p s U 2 O o Q O Jz— cn U ese o O i I I to 0 / O O b e° 7Bo'0 a�v O O 0 LL c Y O O (O C'7 U Ln Q cn .O f0 c 0 U C CL 68 Ln 0 N a) M Q t � O C Q "C a a �V) V s 0 af y a- N �C C N CN D L 0 d -O c -0 s O O N 0 c m / `c O t a O O a u o_ o D m V) a_ LL c Y O O O N CL Q U) 69 MUSEUM OF FLIGHT MKA DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 MIND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 5 - SERVICE DEFLECTIONS 2.5" 3.7° 3.10 t-2.3° 3.2" t-1.91 0.10 j 7.2° 7.5° 70 _U-) O N s Y U w 2 U Z 0 LU W Q CL `�7- c r O N ON Q_ be O ao g af C) Q) U.Ncl- m F0 O N cvU a-p y O O Q-C 0 z �HNU I� o AAi« a �o *4N, z�z o o o ` e CD O my� Aa9'B Cl 0 0 z O Q w J LJ.J LU Q J Q LL- I aw U- C a Y O CD CD co U D Q En O C O ♦+ U N N C U Y U) O O O N CL U) 71 LO 0 N Cl) R" LL c a Y 0 f7 U Q N 0 i� c 0 U f0 N C a m Y U) 72 LO 0 N a) Cl) Q U w 2 U Z Lo w W Q O O O N � O< t O N -� 0 � LU t � 0 C / N s a a � s 0 3 Cl- / ° -2 ,C _ �cl- 0 C s 0 V U a � a) a / a o 0 ID o V) O J LU LL c a. Y 73 Joist 1 & 1 A top chord TYPE B bf 12 tf 0.875 hw 11 tw 0.5625 B (deg) 12.41 Fy so m, 0.9 (% 0.9 As 16.9687 Pr 848.435 Pp, 1346.18 Poi 1176.215 Poe 1227.78 k 0.794 P,,, 651.7105 A, 0.744362 Pn 652.7105 k 0.831283 P„v 728.566 mPn 586.5395 Pu 430.455 OCR 0.734 X-X Bending Mr 1093.859 k-in Mo, 376482 k-in Cb 1.06 M_._ 399070.9 k-in M� 60923.86 k-in Moa 227343.3 k-in Mn, 1093.859 k 0.133995 Mn, 1D93.859 k 0.069365 Mna 1093.859 mMn 994.4735 k-in Mu 137.208 OCR 0.139 Interaction 0.858 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis zcg 9.308 Fflange 120.1104 kip d 11.875 Span 85.5 in fi 13.79 Span/2 42.75 iin f2 9.09 vu 33.7152 k/in L5/16perh 4.844137 Weld: 5/16" double -sided fillet, 3-12 Y.Y Bending Mr k-in Mo, k-in Cb M..._ k-in M,,, k-in Mu, k-in M,,, M. k Md O1Mn Mu OCR 0.000 TYPE A bf 12 tf 0.75 hw 21.25 tw 0.5 B (deg) 22.41 Fy 50 m, 0.9 me 0.9 As 14.8125 Pv 740.625 P,„ 867.2364 P� 774.2896 Pod 100000 h 0.924 P,,, 518.0387 ?4 0.817955 Pn, SO1.212 k 0.08606 P, 740.625 (DPn 451.01908 Pu 357.959 OCR 0.794 X-X Bending Mr 988.7293 k-in Mo, 380201.8 k-in Cb 1.06 M,,,_ 403013.9 k4n Mm 46769.26 k-in Moy 46769.26 k-in M,,, 988.7293 k 0.245398 Mn, 988.7293 k 0.145398 M, 988.7293 0Mn 889.8564 Mu 163.993 OCR 0.184 Interaction 0.957 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis zcg 9.1726 Fflange 120.3127 kip d 12 Span 85.5 in fl 15.41 Span/2 42.75 lin f2 11.32 vu 33.77198 Win L 5/16 per ft 4.852296 Weld: 5/16" double -sided fillet, 3-12 Y-Y Sending M, k-in M,„ Wn Cb M,"_ k-in K. k-in Mr,a Wn Mn, k Mn, M„v mMn Mu OCR 0.000 TYPE B - NEAR SPLICE bf 12 tf 0.875 hw 11 tw 0.5625 B (deg) 12.41 Fy 50 0 , 0.85 ms 0.9 A. 16.9687 P, 848.43S Po, E 871.7166, PW 1176.215 P„, 1227.78 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) h 0.987 Elastic Neutral Axis Pn, 564.5459 zcg 9.308 Fflange 120.1304 kip k 0.692798 d 11.875 Span 85.5 in Pni 564.5459 fl 13.79 Span/2 42.75 fin 0.831283 f2 9.09 vu 33.7152 k/in P,u 728.566 L 5/16 per It 4.844137 czp 479_864 Weld: 5/16" double -sided fillet, 3-12 Pu jjj7,1 4 OCR 0.828 X-X Bending Y-Y Bending Mr 1093.859 k-in Mr k-in Moe E 376482�k-in Mo, k-in Cb 1.06 Cb M__ 399070.9 k-in lvl. a k-in M,a 60923.86 k-in M,a k-in M� 227343.3 k4n M_ k-in Mn, 3093.859 1, 0.133995 Mn, 3093.859 Mn, 71d 0.069365 Ae M„ a 1093.859 M„a MM. 994.4735 k-in aw„ Mu 200.OB3 Mu OCR 0.203 OCR 0.000 Interaction 1.008 No good, cannot remove post near splice 74 Joist 1 B TYPE B bf 12 tf 0.875 hw 11 tw 0.5625 e (deg) 12.41 Fy 50 me 0.9 mb 0.9 Ag 16.9687 P, 848.435 Pare 1346.18 Pal 1176.215 Pad 1227.78 Ac 0.794 Pne 651.7105 �q 0.744362 Pn, 651.7105 Ad 0.831283 Pnd 728.566 mPn 586.5395 Pu 441.327 DCR 0.752 X-X Bending My 1093.859 k-in MCe 376482 k-in Cb 1.06 Mae,mod 399070.9 k-in Mai 60923.86 k-in Mad 60923.86 k-in Mne 1093.859 �4 0.133995 Mni 1093.859 hd 0.133995 Mnd 1093.859 mMn 984.4735 k-in Mu 140.435 DCR 0.143 Interaction 0.879 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.308 Fflange 120.1104 kip d 11.875 Span 85.5 in fl 13.79 Span/2 42.75 iin f2 9.09 vu 33.7152 On L 5/16 per ft 4.844137 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending a, Mae Cb Mcre,mod LE L". Mne �4 Mnl Ad Mnd mMn Mu DCR 0.000 k-in k-in k-in k-in k-in TYPE A bf 12 tf 0.75 hw 11.25 tw 0.5 e (deg) 12.41 Fy 50 me 0.9 mb 0.9 Ag 14.8125 P, 740.625 PCfe 867.2364 Pad 774.2896 Pad 100000 Ac 0.924 Pne 518.0387 N 0.817955 Pni 501.212 Xd 0.08606 Pnd 740.625 mPn 451.0908 Pu 373.97 DCR 0.829 X-X Bending M, 988.7293 k-in MCe 380201.8 k-in Cb 1.06 Mcre,mod 403013.9 k-in Mal 46769.26 k-in Mad 46769.26 k-in Mne 988.7293 ?q 0.145398 Mni 988.7293 Ad 0.145398 Mnd 988.7293 (I)Mn 889.8564 Mu 163.418 DCR 0.184 Interaction 0.992 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.1726 Mange 120.3127 kip d 12 Span 85.5 in fl 15.41 Span/2 42.75 tin f2 11.32 vu 33.77198 k/in L 5/16 per ft 4.852296 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending Mae Cb Mae,mod MCI, Mne Mnl Ad Mnd mMn Mu DCR 0.000 k-in k-in k-in k-in k-in 75 Joist 2 top chord bf 12 tf 1.5 hw 10.5 tw 0.5625 e (deg) 3.4 Fy 50 m, 0.9 ms 0.9 Ad 24.328 Pt, 1216.4 Pp, 4925.653 P, 1997.03 P„d 1997.03 A, 0.502 P,,, 1094.603 k, 0.740348 P,d 1094.603 Ad 0.780451 P„d 1086.504 mPn 977.8535 Pu 581.821 DCR 0.595 X-X Bending Mr 1097.832 k-in K. 301094 k-in Cb 1.D6 319149 k-in M,d 133222 k-in M,b 133222 k-in Mn, 1097.832 0.090778 M,d 1097.832 7y 0.D90778 M„d 1097.832 mMn 988.0494 Wn Mu 163.023 DCR 0.165 Interaction 0.742 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis tcg 9.308 Mange 187.7739579 kip d 12 Span f 85.75in fl 14.46 Span/2 42.875 iin f2 6.40 vu 52.55481037 k/in L 5/16 perk 7.550978501 Weld: 5/16" double -sided fillet, 4-12 Y-Y Bending M k4n M , k-in Cb M„,- Wn M. k-in M_ k-in Mn, k M. k M. mMn Mu DCR 0.000 TYPE B bf 12 tf 0.875 hw 11 tw 0.5625 B (deg) 12.41 Fy 50 m, 0.9 me 0.9 A. 16.9687 P, 948.435 P,,, 1346.18 P,d 1176.215 P_ 1227.78 k 0.794 P, 651.7105 0.744362 Pp 651.7105 ad 0.831283 Pm 728.566 mPn 586.5395 Pu 388.681 DCR 0.663 X-X Bending M, 1093.859 k-in Mo, 376482 k-In Cb 1.06 M,,,,n„d 399070.9 k-in M� 60923.86 k-in Mod 227343.3 k-in M_ 1093.859 14 0.133995 M,d 1093.859 I'd 0.069365 M„d 1093.859 (I)M, 984.4735 Mu 135.754 DCR 0.138 Interaction 0.785 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis mg 9.1726 Fflange 129.6331 kip d 11.875 Span (_ 85.75 in fl 14.73 Span/2 42.875 iin f2 9.96 vu 36.28215 k/In L 5/16 per ft 5.212952 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending Mr k-in M,,, k-in Cb M,,,,_ k-in M. k-in M_ k-in M,,, k MN M. mMn Mu DCR 0.000 TYPE D - DOUBLE SPAN LENGTH NEAR GRID 11 bf 12 If 1.5 hw 10.5 tw 0,5625 B (deg) 3.4 Fy 50 m, 0.9 me 0.9 Ar 24.328 P, 1216.4 Pm. 1910.056 Pm 1997.03 P. 1997.03 Weld Check (assumes singly -symmetric section, close enough when entire flange in comp ?1 0.798 Elastic Neutral Axis P,,, 931.7844 zcg 9.308 Flange 187.774 kip k 0.68307 d 12 Span 171.5 in P,d 931.7944 fl 14.46 Span/2 85.75 in I'd 0.780451 f2 6.40 vu 26.27741 k/in P� 1086.504 L 5/16 per ft 3.775489 mPn 838.6059 Weld: 5/16" double -sided fillet, 4-12 Pu 525.293 DCR 0.626 X-X Bending Y-Y Bending Mr 1097.832 k-in M, k-in M,r, 301084 k-in M,,, k-in Cb 1.06 Cb M,,,,n„d 319149 k-in M,,,,n„d k-in M� 133222 k4n M. kin M„d 133222 k-in M„d k4n Mn, 1097.832 M,,, k 0.090778 2s MN 1097.832 Mni 11d 0.090778 2y M. 2097.832 M„d mMn 988.D484 k-in mMn Mu 148.228 Mu DCR 0.150 DCR 0.000 Interaction 0.760 76 Joist 3 top chord TYPE D- DEMANDS AT HEADER NEAR GRID 11 bf 12 tf 1.5 hw 10.5 tw 0.5625 0 (deg) 3.4 Fy 50 m, 0.9 m, 0.9 A. 24.328 P, 1216.4 par 4825.653 P. 1997.03 P„a 1997.03 Tr 0.502 P,r 1094.603 0.740348 PM 1094.603 la 0.780451 Pp 1096.504 (DP„ 977.8535 Pu 697.753 DCR 0.714 X-X Bending Mr 1097.832 k-in Mr 301094 k-in Cb 1.D6 M,rrmm 319149 k-in Mra 133222 k-in MI. 133222 k-in M,r 1097.932 ]y 0.090778 M„ 1097.832 4e 0.090778 M„x 1097.832 mM„ 988.0484 k-in Mu 264.966 DCR 0.268 Interaction 0.952 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis zcg 9.308 Fflange 187.7739579 kip d 12 Span 85.75 in fl 14.46 Span/2 42.875 iin f2 6.40 vu 52.55481037 Win L 5/16 per It 7.550978501 Weld: 5/16" double -sided fillet, 4-12 Y-Y Bending Mr k-in Mar k-in Cb Mora,,, k-in Mrn k-in M,,, k-in M, A, M. M om Mu DCR 0.000 TYPE B bf 12 tf 0.875 hw 11 tw 0.5625 0 (deg) 12.41 Fy 50 m, 0.9 0) 0.9 A, 16.9687 Pr 948.435 P„r 1346.18 Pam, 1176.215 Pr 1227.78 k 0.794 P, 651.7105 k 0.744362 P. 651.7105 Ad 0.831283 P, 728.566 mP„ 586.5395 Pu 446.299 DCR 0.761 X-X Bending Mt. 1093.859 k4n Mur 376482 k-in Cb 2.06 M_,,,,a 399070.9 k-in Mol 60923.86 k-in Mua 227343.3 k-in M,r 1093.859 74 0.1339,95 MN 1093.859 7k 0.069365 M„x 1093.859 mM„ 984.4735 Mu 177.237 DCR 0.180 interaction 0.921 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis zcg 9.1726 Mange 129.6331 kip d 11.875 Span 85.75In fl 14.73 Span/2 42.875 iin R 9.96 vu 36.28215 Wln L 5/16 per it 5.212952 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending Mr k-in Mor k-in Cb 1.- k-in M,n k-in M,r, k-in Mr MM Ad Mn O1M, Mu DCR 0.000 TYPE D - DOUBLE SPAN LENGTH NEAR GRID 11 bf 12 If 1.5 hw 10.5 tw 0.5625 0 (deg) 3.4 Fy SO 0, 0.9 ms 0.9 A. 24.328 P,, 1216.4 Pr,r 1910.056 P,a 1997.03 P_ 1997.03 Weld Check (assumes singly -symmetric section, close enough when entire flange in comF 1k 0.798 Elastic Neutral Axis P,r 931.7944 mg 9.308 Fflange 187.774 kip k 0,68307 d 12 Span 171.5 In P„ 931.7844 fl 14.46 Span/2 85.75 iin '\d 0.780451 f2 6.40 W 26.27741 Win P, 1086.5134 L 5/16 per it 3.775489 01P„ 838.6059 Weld: 5/16" double -sided fillet, 4-12 Pu 669.438 DCR 0.798 X-X Bending Y-Y Bending Mr 1097.832 k-in Mr k-in Mrr 301084 k-in Mr,r Wn Cb 1.06 Cb Mrrr,,r,r 319149 k-in Mr,r.mm k-in M,,, 233222 k-in Mr„ k4n M,rr 133222 k-in Mr,a k-in M,r 2097.832 M„r 2v 0.090778 ray M,r 1097.832 M.. 0.090778 ld M„e 1097.832 M„a (DM, 998.0494 k-in om„ Mu 140.009 Mu DCR 0.142 DCR O.ODD Interaction 0.924 M Joist 5 top chord TYPE C bf 12 tf 0.625 hw 11.375 tw 0.4375 6 (deg) 12.41 Fy 50 me 0.9 mb 0.9 Ag 12.6133 Py 630.665 Pcre 528.5664 Pal 489.788 Pcrd 100000 k 1.092 Pne 382.748 7q 0.884 Pn, 352.4936 Xd 0.079414 Pnd 630.665 mPn 317.2443 Pu 260.152 DCR 0.820 X-X Bending MY 869.421 k-in MCfe 251608.2 k-in Cb 1.04 Mcre,mod 261672.5 k-in Mcd 30639.61 k-in Mcrd 30639.61 k-in Mne 869.421 Jy 0.168451 Mni 869.421 Ad 0.168451 Mnd 869.421 mMn 782.4789 k-in Mu 111.968 DCR 0.143 Interaction 0.947 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.308 Mange 95.86511603 kip d 12A Span ( 85.5 in fl 14.46 Span/2 42.75 iin f2 11.10 vu 26.90950625 On L 5/16 per ft 3.86630837 Weld: 5/16" double -sided fillet, 2-12 Y-Y Bending My Mcre Cb Mcre,mod Mal Mcrd Mne �4 Mnl Xd Mnd mMn Mu DCR 0.000 k-in k-in k-i n k-in k-in TYPE A bf 12 tf 0.75 hw 11.25 tw 0.5 9 (deg) 12.41 Fy 50 we 0.9 mb 0.9 Ag 14.8125 Py 740.625 Pcre 867.2364 Pcrl 774.2896 P" 100000 k 0.924 Pne 518.0387 Xi 0.817955 Pn, 501.212 Xd 0.08606 Pnd 740.625 mPn 451.0908 Pu 295.225 DCR 0.654 X-X Bending M, 988.7293 k-in Mcre 380201.8 k-in Cb 1.02 Mcre,mod 387805.9 k-in Mcre 46769.26 k-in Mcrd 46769.26 k-in Mne 988.7293 )y 0.145398 Mnl 988.7293 Xd 0.145398 Mnd 988.7293 mMn 889.8564 Mu 166.507 DCR 0.187 Interaction 0.821 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.1726 Fflange 120.3127 kip d 12 Span 85.5 in fl 15.41 Span/2 42.75 iin f2 11.32 vu 33.77198 k/in L 5/16 per ft 4.852296 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending M, Mcre Cb Mcre,mod Mcd Mcrd Mne N Mn, Xd Mnd mMn Mu DCR 0.000 k-in k-in k-in k-in k-in 78 Double -Angle Weld Designer Size TYPE Pu (k) Far -side Weld Size (w/16) Side (horiz leg) Weld Size (w/16) Side (flat) Weld Size (w/16) far -side L prov (in) side weld (vert) L prov (in) side weld (flat) L prov (in) JOIST 1 & 2A 2L L4X4XS/8 COMP 98.945 0 5 3 4 5.250 3.750 21. L4X4X1/2 COMP 86.814 0 5 3 4 4.750 3.250 2L L4X4X3/8 COMP 72.159 0 5 3 4 3.750 2.500 21. L4X4X3/4 TENSION 87.957 0 5 3 4 4.750 3.000 21. L3-1/2X3-1/2X1/4 COMP 27.75 0 S 3 3.5 1.500 1.000 2L L3X3X1/4 TENSION 73.478 0 5 3 3 4.000 2.500 2L L3X3X3/16 TENSION 58.235 0 5 3 3 3.250 2.000 21. L2-1/2X2-1/2X3/16 TENSION 44.07 0 S 3 2.5 2.500 1.500 21. L2-1/2X2-1/2X3/16 t/c 8.238 0 5 3 2.5 1.500 1.000 21. L4X4X5/8 SPECIAL 3 5 3 4 6.750 3.250 21. L4X4X3/4 SPECIAL 159 3 5 3 4 6.250 3.250 JOIST 1 - ALT A (JOIST 16 IN DWGS) 21. L4X4X5/8 COMP 112.161 0 5 3 4 5.750 4.250 21. 14X4X1/2 COMP 91.302 0 5 3 4 4.750 3.250 2L L4X4X3/8 COMP 69.36 0 5 3 4 3.750 2.500 21. L4X4X3/4 TENSION 92.432 0 5 3 4 5.000 3.000 21. L3-1/2X3-1/2X1/4 COMP 26.183 0 5 3 3.5 1.500 1.000 21. L3X3X1/4 TENSION 70.668 0 5 3 3 4.000 2.500 21. L3X3X3/16 TENSION $7.394 0 51 3 3 3.250 2.000 21. L2-1/2X2-1/2X3/16 TENSION 42.638 0 5 3 2.5 2.500 1.500 21. L2-1/2X2-1/2)(3/16 t/c 1 8.238 0 5 3 2.5 1.500 1.000 2L L4X4X5/8 SPECIAL 167.151 3 5 3 4 6.750 3.250 JOIST 1 - ALT B (JOIST 5 IN DWGS) 21. L4X4X5/8 COMP 83.884 0 5 3 4 5.250 3.750 21. L4X4X1/2 COMP 72.696 0 5 3 4 4.750 3.250 21. L4X4X3/8 COMP SUB 0 51 3 4 3.750 2.500 21. 14X4X1/4 TENSION 73.972 0 5 3 4 4.750 3.000 2L L3-1/2X3.1/2X1/4 COMP 28.417 0 5 3 3.5 1.500 1.000 2L L3%3%1/4 TENSION 59.25 0 5 3 3 4.000 2.500 2L L3%3X3/16 TENSION 46.01 0 5 3 3 3.250 2.000 2L L2-1/2X2-1/2%3/16 TENSION 32.557 0 5 3 2.5 2.500 1.500 L2-1/2X2-1/2X3/16 t/c 8.963 0 5 3 2.5 1.500 1.000. L4X4X5/8 SPECIAL 157.938 3 5 3 4 6.750 3.250 RR L4X4X5/8 COMP 111.059 0 5 3 4 5.750 4.250 L4X4X1/2 COMP 93.015 0 5 3 4 5.000 3.500 L4X4X3/8 COMP 72.527 0 5 3 4 3.750 2.500 21. L4X4X3/4 TENSION 1 94.799 0 51 3 4 5.250 3.250 L3-1/2X3-1/2%1/4 COMP 29.234 0 S 3 3.5 3.250 2.000 L3X3X1/4 TENSION 74.094 0 5 3 3 4.000 2.500 L3X3X3/16 TENSION 50.088 0 5 3 3 2.750 1.750 L2-1/2X2-1/2X3/16 TENSION 52.777 0 5 3 2.5 2.750 1.750 V L2-1/2X2-1/2X3/16 t/c 11.678 0 5 3 2.5 1.500 1.000L4X4XS/8 SPECIAL 162.26 3 5 3 4 6.500 3.000 2L L4X4X5/8 COMP 118.055 0 5 3 4 6.000 4.500 21. L4X4X1/2 COMP 69.954 0 5 3 4 3.750 2.500 21. L4X4X3/8 COMP 63.525 0 5 3 4 3.500 2.250 21. L4X4X1/4 TENSION 100.313 0 5 3 4 5.500 3.500 21. L3-1/2X3.1/2X1/4 COMP 20386 0 5 3 3.5 1.500 1.000 21. L3X3X1/4 TENSION 64.903 0 5 3 3 3.500 2.250 2L L3X3X3/16 TENSION 56.399 0 5 3 3 3.250 2.000 21. L2-1/2X2-1/2X3/16 TENSION 49.19 0 51 3 2.5 2.750 1.750 21. L2-1/2X2-1/2X3/16 t/c 9.282 0 5 3 2.5 1.500 1.000 21. L4X4X5/8 SPECIAL 169.258 3 5 3 4 6.750 3.250 21. L3-1/2X3-1/2X1/4 TENSION 40.539 0 5 3 3.5 2.500 1.500 JOIST 4 21. 1.001/4 SPECIAL 52.687 0 5 3 4 3.000 1.750 21. 1.3-1/2X3-1/2%1/4 COMP 26.811 0 5 3 3.5 1.500 1.000 21. L3X3X1/4 COMP 32.04 0 5 3 3 2.000 1.250 21. L2-1/2X2-1/2X3/16 TENSION 24.644 0 S 3 2.5 1.500 1.000 21. L3X3X3/16 TENSION 8.912 0 5 3 31 1.5001 1.000 79 Weld Capacity Check IM (k-in) mRn (kip) DCR d y_bar (in) tar -side effective weld length (in) d-y_bar �f' d-2•y_bar r-side total capacity (k) far -side imbalance capacity (k) far -side resultant moment -arm (in) far -side resultant moment (k-in) 1.04 52.20 0.948 4 1.22 6 2.78 1.56 0 0.00 2.00 0 0.74 46.63 0.931 4 1.18 6 2.82 1.64 0 0.00 2.00 0 -0.47 36.54 0.987 4 1.13 6 2.87 1.74 0 0.00 2.00 0 -0.88 45.59 0.965 4 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.621 0.949 3.5 0.954 S.25 2.S46 1.592 0 0.00 1.75 0 0.68 38.28 0.960 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0.09 30.97 0.940 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 0.60 23.66 0.931 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.282 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 0.04 85.61 0.000 4 1.22 6 2.78 1.56 25.056 9.77 2.00 -19.54368 -0.10 82.13 0.968 4 1.27 6 2.73 1.46 25.056 9.15 2.00 -18.29088 -0.52 57.771 0.971 4 1.22 6 2.78 1.56 0 0.00 2.00 0 0.74 46.63 0.979 4 1.18 6 2.82 1.64 0 0.00 2.00 0 -0.47 36.54 0.949 4 1.13 6 2.87 1.74 0 0.00 2.00 0 1.00 47.33 0.977 4 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.62 0.896 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75 0 0.68 38.28 0.923 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0.09 30.97 0.927 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 0.60 23.66 0.901 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.282 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 0.041 85.611 0.976 4 1.22 6 2.781 1.561 25.056 9.77 2.00 -19.54368 1.04 52.20 0.803 4 1.22 6 2.78 1.56 0 0.00 2.00 0 0.74 46.63 0.779 4 1.18 6 2.82 1.64 0 0.00 2.00 0 -0.47 36.54 0.797 4 1.13 6 2.87 1.74 0 0.00 2.00 0 .0.88 45.59 0.811 4 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.62 0.972 3.5 0.954 SE 2.546 1.592 0 0.00 1.75 0 0.68 38.28 0.774 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0.09 30.97 0.743 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 0.60 23.66 0.688 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.307 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 0.04 85.61 0.922 4 1.22 6 2.78 1.56 25.056 9.77 2.00 -19.54368 -0.52 57.77 0.961 4 1.22 6 2.78 1.56 0 0.00 2.00 0 -0.15 49.42 0.941 4 1.18 6 2.82 1.64 0 0.00 2.00 0 -0.47 36.54 0.992 4 1.13 6 2.87 1.74 0 0.00 2.00 0 -0.17 50.11 0.946 4 1.08 6 2.92 1.84 0 0.00 2.00 0 0.32 30.97 0.472 3.5 0.954 5.2S 2.546 1.592 0 0.00 1.75 0 0.68 38.28 0.968 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 -0.45 26.451 31 0.812 4.5 2.188 1.376 0 0.00 1.50 0 -0.10 26.45 0.998 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.399 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 0.82 82.82 0.980 4 1.22 6 2.78 1.56 25.0561 9.77 2.00 -19.54368 -1.29 60.55 0.975 4 1.22 6 2.781 1.56 0 0.00 2.00 0 1.36 36.54 0.957 4 1.18 6 2.82 1.64 0 0.00 2.00 0 O.S6 33.76 0.941 4 1.13 6 2.87 1.74 0 0.00 2.00 0 -1.341 52.901 0.948 41 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.671 14.621 0.711 3.51 0.954 5.25 2.546 1.592 0 0.00 1.75 0 0.03 33.76 0.961 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0.09 30.97 0.910 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 -0.10 26.45 0.930 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.318 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 0.04 85.61 0.989 4 1.22 6 2.78 1.56 25.056 9.77 2.00 -19.54368 0.65 23.66 0.857 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75 0 1,211 28.191 0.9351 41 1.081 6 2.92 1.84 01 0.00 2.00 0 -0.671 14.621 0.917 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75 0 0.34 19.14 0.837 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0. 4() 14.62 0.843 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.66 14.621 0.30SI 31 0.8121 4.SI 2.1881 1.3761 01 0.00 1.501 0 80 Whitmore Section Check side weld (horiz leg) capacity(k) side weld (horiz leg) moment(k-In) side weld (flat) capacity(k) side weld (flat) moment(k-in) Side weld (horiz) Side weld (flat) far -side tstem Fy,stem Ap 0)Rn DCR 36.54 44.5798 15.66 -43.53 5.250 3.750 4 0.47 50 6.11 274.9S 0.36 33.06 39.0108 13.57 -38.27 4.750 3.2SO 4 0.47 50 5.64 253.8 0.34 26.10 29.493 10.44 -29.96 3.750 2.S00 4 0.47 50 4.8175 216.7875 0.33 33.06 35.7048 12.53 -36.58 4.750 3.000 4 0.47 SO 5.S225 248.S12S 0.35 10.44 9.95976 4.18 -10.63 1.500 1.000 3.5 0.47 So 2.82 126.9 0.22 27.84 23.27424 10.44 -22.59 4.ODD 2.5DO 3 0.47 5o 4.465 200.925 0.37 22.62 18.36744 8.35 -18.27 3.250 2.000 3 0.47 50 3.8775 174.4875 0.33 17.40 11.9538 6.26 -11.36 2.500 1.5DO 2.5 0.47 50 3.OSS 137.47S 0.32 10.d4 7.17228 4.18 -7.57 1.500 1.ODO 2.5 0.47 50 2.35 105.75 0.08 46.98 S7.3156 13.57 -37.73 6.750 3.250 4 0.47 50 6.58 296.1 0.00 43.50 55.245 13.57 -37.05 6.250 3.250 4 0.47 So 6.345 285.525 0.56 40.02 48.8244 17.75 49.34 5.750 4.250 4 0.47 50 6.58 296.1 0.38 33,06 39.0108 13.57 -38.27 4.750 3.250 4 0.47 50 5.64 253.8 0.36 26.10 29.493 10.44 -29.96 3.750 2.500 4 0.47 50 4.8175 216.7875 0.32 34.80 37.584 12.53 -36.58 5.000 3.000 4 0.47 5o 5.64 253.8 0.36 10.44 9.95976 4.18 -10.63 1.500 1.000 1 0.47 5o 2.82 126.9 0.21 27.84 23.27424 10.44 -22.59 4.000 2.500 3 0.47 5o 4.465 200.925 0.35 22.62 18.36744 8.35 -18.27 3.250 2.000 3 0.47 50 3.8775 174.4875 0.33 17.40 11.9538 6.26 -11.36 2.500 1.500 2.5 0.47 50 3.055 137.475 0.31 10.44 7.17228 4.18 .7.57 1.S00 1.000 2.5 0.47 50 2.35 105.75 0.08 46.98 57.3156 13.57 -37.73 6.750 3.250 4 0.47 50 6.58 296.1 0.S6 36.54 44.5788 15.66 -43.53 5.250 3.750 4 0.415 50 5.395 242.775 0.35 33.06 39.0108 13.57 -38.27 4.750 3.2501 4 0.415 50 4.98 224.1 0.32 26.10 29.493 10.44 -29.96 3.750 2.500 4 0.415 Sol 4.25375 191.41875 0.30 33.06 35.7048 12.53 -36.58 4.750 3.000 4 0.415 50 4,876251 219.43125 0.34 10.44 9.95976 4.18 -10.63 1.500 1.000 3.5 0.415 so 2.49 112.05 0.25 27.84 23.27424 10.44 -22.59 4.000 2.500 3 0.415 50 3.9425 177.4125 0.33 22.62 18.36744 US .18.27 3.250 2.000 3 0.415 SO 3.42375 154.06875 0.30 17.40 11.9538 6.26 -11.36 2.500 1.500 2.5 0.415 50 2.6975 121.3875 0.27 10.44 7.17228 4.18 -7.57 1.500 1.000 2.5 0.415 SO 2.075 93.375 0.10 46.98 57.3156 13.57 .37.731 6,750 3.250 4 0.415 50 5.81 261.45 0.60 40.02 48.9244 17.75 49.34 5.750 4.250 4 0.S625 So 7.875 354.375 0.31 34.80 41.064 14.62 41.22 5.000 3.500 4 0.5625 So 7.03125 316.40625 0.29 26.10 29.493 10.44 -29.96 3.7SO 2.500 4 0.S625 50 5.765625 2S9.453125 0.28 36.54 39.4632 13.57 -39.63 5.2SO 3.250 4 O.S62S SO 7.03125 316.40625 0.30 22.62 21.57948 8.35 -21.26 3.250 2.000 IS 0.5625 50 4.921875 221.494375 0.13 27.84 23.27424 10.44 -22.59 4.000 2.500 3 0.5625 50 5.34375 240.46875 0.31 19.14 15.54168 7.31 -15.99 2.750 1.7501 3 0.56251 50 4.21875 189.94375 0.26 19.14 13.14918 7.31 -13.25 2.750 1.750 2.5 0.5625 SO 3.9375 177.1875 0.30 10.44 7.17228 4.18 -7.57 1.500 1.000 IS 0.5625 50 2.81251 126.5625 0.09 4S.24 55.1928 12.53 -34.83 6.500 3.D00 4 0.5625 50 7.59375 341.7187S 0.47 41.76 50.9472 18.79 .52.24 6.000 4.500 4 0.5625 50 8.15625 367.03125 0.32 26.10 30.798 10.44 -29.441 3.750 2.500 4 0.5625 50 5.76S62S 2S9.45312S 0.27 24.36 27.5268 9.40 -26.971 3.500 2.250 4 0.5625 50 5.484375 246.796875 0.26 38.28 41.34241 14.62 .42.68 5.S00 15001 4 0.5625 SO 7.3125 329.062S 0.30 10.44 9.95976 4.18 -10.63 1.So0 1.000 3.5 Ow56251 SO 3.375 151.875 0.14 24.36 20.36496 9.40 -20.33 3.500 2.250 3 0.56251 50 4.92187SI 221.48437S 0.29 22.62 18.36744 8.35 -18.27 3.2SO 2.000 3 0.5625 50 4.640625 208.828125 0.27 19.14 13.14918 7.31 -13.25 2.750 1.750 2.5 0.5625 50 3.9375 177.1875 0.28 10.44 7.17228 4.18 -7.57 1.500 1.000 2.5 O.S625 50 2.8125 126.5625 0.07 46.98 57.3156 13.57 -37.73 6.750 3.250 4 0.5625 50 7.875 354.375 0.48 17.40 16.5996 6.26 -15.95 2.500 1.500 3.5 O.S625 So 4.21875 189.84375 0.21 20.881 22.5504 7.31 -21.34 MOO 1.750 4 0.415 501 3.63125 163.40625 0.32 10.441 9.95976 4.18 -10.63 1.S00 1.000 3.Sl 0.415 50 1 112.01 0.24 13.92 11.63712 5.22 -11.30 2.000 1.250 3 0.415 SO 2.593751 116.71875 0.27 lo."I 7,17228 4.18 -7.57 1.500 1.000 2.5 0.415 50 2.075 93.375 0.26 10.44 8.47728 4.18 -9.14 1.500 1.: 3 0 .4 15 50 2.28251 102.7125 0.09 81 Joist Seat Design 82 Design Sheet MAGNUSSON a KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT OFF & J Fajf) AI kRk SHEET LOCATION 'ju tt, A, N CLIENT s'y j (�' DATE p3 02 �s BYipm J®___,sue T���r►2�u1C-� ��_ `�siC.��.i (etASO 7-tvr IS -I>L-"D 0 trj _ ��3 . tk 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S oCT .Sm FFtet E Q r' 12-Y T eNst,r VZL V-r,.grz- �n Ac .75 49 -.- tZ, F�f PC1) its l,2`/z x 2'/z x -'11 c) (9(L.3G rowssf'T R. %— `rV �At `� h PIA M2-15 Design Sheet PROJECT f`8f Co, LOCATION 13 CLIENT SHEET DATE 02�25�5 BY MAGNUSSON 1 KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers qIE010C, OF L F Li LI) <1 = 5.375 " { = I `/t4 — Ix -T�.� CA75 M Z `t �ZZ7 x12. 3y�� i i�. je .� z i �,r (k FOR 90 Rf Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT j1 t o, lAv f (tcWA a v- SHEET LOCATION U A CLIENT CfLG DATE BY tr->n,1 1z P6r, T Cos C53.y� V-, CVJ k 'S 1;,EW Co �.po cJt 91 FINE COPY C� U z � o Z pi J� �► 0 a iz �cE1 V E W �a� MAR 2 p, 2015 i REID MIDDLETON, INC__' STAR SEISMICTM tar . 1C WILDCAT M BUCKLING -RESTRAINED BRACES Gusset Calculations Museum of Flight Covered Airpark Star Seismic Project #150304 Structural Engineer: Magnusson Klemencic � S. 0 49004 15 Star Seismic Engineering Contacts: REVIEWED FOR BODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION Calculations by: Meris Greges I merisg_(a starseismic.net Reviewed by: Kimberley Robinson, SE I kimr(a�starseismic.net Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSelsmlc CONTENTS: Performance Criteria Provides the qualification testing information for each brace area or force range on the project, including brace test, subassemblage test, final design overstrength factors, and project brace strains. Design information used for this analysis (R, CD, I, and p), as well as individual brace calculated values, are included in Appendix A. Physical and Material Requirements Notes the design approach used for the braces and restrictions listed on the design documents that have been adhered to. Appendix A Stiffness & Overstrength Factor Analysis & Engineer's Data Provides the stiffness and over -strength factor determination and the engineer's information used for this analysis. Overstrength factors have been determined at 2 times the elongation corresponding to the design story drift or 2%, whichever is higher. Stroke accommodation has been provided for the greater of the following conditions: 20bm, 150by, or 2% interstory drifts. Appendix B Brace & Gusset Calculation Sheets The gusset connection calculations and brace design calculations. Appendix D shows which limit states and portions of the connection that Star Seismic has checked. Star Seismic has not designed the beam/column connection nor checked limit states that require combination with gravity and drag loads, such as beam and column web shear. UFM loads have been provided loads for the FOR or connection engineer to complete the design of this connection. Star Seismic has designed the gusset to beam connection. Gusset plates have been designed to accommodate the load combination given on S302. This was done using ASCE 12.14.3.1 Load combination 45. Appendix C Steel Core Testing Data This appendix has been omitted. Since the material for this project has not been purchased, these certification tests will be submitted at a later time. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 rSw. is Appendix D Typical Example Calculations A detailed hand calculations to demonstrate the design methodology used in the calculations included in Appendix B. There are two types of braces used in this project. Bolted Wildcat braces are used for braces <7.00 in . All others are using Powercat2 braces. The sample calculations include both types of brace. Part 2 - Stiffness & Overstrength Factor Analysis & Engineer's Data Part 2 includes stiffness and overstrength example. Part 3 - Casing Capacity & Casing Design Methodology Verification Part 3 includes the substantiation for the use of Euler's Buckling equation for the sizing of the brace casing. Additional information regarding this methodology is included in Part 2. Part 4 — Brace & Brace Connection Evaluation Part 4 includes brace design and brace to gusset connection calculations. The example calculation is a detailed hand calculations to demonstrate the design methodology used in the calculations schedules and shows which limit states and portions of the brace connection that Star Seismic has checked. Part 5 - Gusset to Column/Beam Check & Column/Beam Local Checks Part 5 includes gusset design calculations and column/beam local checks. The sample calculation shows which limit states and portions of the gusset connection that Star Seismic has checked. Star Seismic has not" designed the beam/column connection nor checked limit states that require combination with gravity and drag loads, such as beam and column web shear. UFM loads have been provided loads for the FOR or connection engineer to complete the design of this connection. Part 6 - Expanded Qualification Test Information Part 6 is included as an expansion to the qualification test results. It includes summaries of brace loads and strains. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H 9511 Park City, UT 84098 (435)940-9222 Performance Criteria: Testing of the WildcatTM braces conforms to ANSI/AISC 341, Appendix K3. All tests performed were subassemblage tests except the WC150 Br 2 test. The 13.0 & 14.50 in2 braces are qualified by the following tests per AISC 341: • PB500b as a brace test (allowable range 340 k -1020 k, 8.33 in2 < Asc= 25 in) • PB750b1 as a brace test (allowable range 503.2 k-1509.6 k, 12.33 in2 < Asc= 37 in) • PB750b2 subassemblage (allowable range < 754.8 k, Asc = 18.5 in2, though proposed revision to AISC341-15 will allow qualification up to 20.56 in2) Selected qualification tests for this brace are PB750b1 & PB750b2, allowable strain is brace is E = 2.86% > 1.28% (actual strains for this brace in this project). The 7.0 & 7.25 in2 braces are qualified by the following tests per AISC 341: • PB500b as a brace test (allowable range 340 k -1020 k, 8.33 in2 < Asc= 25 in2) • PB750b2 subassemblage (allowable range < 754.8 k, Asc = 18.5 in2, though proposed revision to AISC341-15 will allow qualification up to 20.56 in) Selected qualification tests for this brace are PB500b & PB750b2, allowable strain is brace is s = 2.59% > 1.31% (actual strains for this brace in this project). The 6.25 & 6.50in2/module braces are qualified by the following tests per AISC 341: • WC250BrI as a brace test (allowable range 152.95 k/module - 458.85 k/module, 4.79 in2/module < Asc/module = 11.5 in2/module) • WC250Br2 as a brace test (allowable range 152.95 k/module - 458.85 k/module, 4.79 in2/module < Asc/module = 11.5 in2/module) • WC780 as 2-WC390 subassemblage (allowable range < 389k/module, Asc = 9.76 in2/module) Selected qualification tests for this brace are WC250 Br2 & WC780 as 2-WC390, allowable strain is brace is E = 1.89% > 1.22% (actual strains for this brace in this project at 2&m). The 3.0, 3.25, 4.75, & 5.25 in2 in2/module braces are qualified by the following tests per AISC 341: • WCl50BrI as a brace test (allowable range 101.4k/module - 304.3k/module, 3.06 in2/module < Aso/module = 7.35 in2/module) • WC150Br2 as a brace test (allowable range 101.4 k/module - 304.3 k/module, 3.06 in2/module < Aso/module = 7.35 in2/module) • WC250Brl as a subassemblage test (allowable range < 229.43 k/module, Aso <- 5.75 in2/module) • WC250Br2 as a subassemblage test (allowable range < 229.43k/module, Aso <- 5.75in2/module) Selected qualification tests for this brace are WC150Br2 and WC250 Br2, allowable strain is brace is E = 2.45% > 1.088% (actual strains for this brace in this project at 2Abm). Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSe'Em Yr s Physical Requirements: The net area of the steel core has been designed to meet the area/stiffness requirement given to us by the engineer in the contract documents. Maximum casing sizes of 16" x 16 have been noted in the design documents on and have been adhered to. Material Requirements: All steel to be used on the steel core strands will meet the project requirement 40ksi<FY<44 ksi. Material will be taken from the heats where special testing has confirmed that the material average yield does fall within these bounds. Final heat number will be listed on the final strand drawings. See Appendix C for material test results. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H 4511 Park City, UT 84098 (435)940-9222 STAR SEISMIC WILD CA f M BUCKLING -RESTRAINED BRACES Appendix A Stiffness & Overstrength Factor Analysis Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 CAPACITY ANALYSIS Definition of Terms: Star Seismic Brace #: Star Seismic reference number for the individual brace. Grid, Frame Location, Floor: Location of the brace Engineer's Designation: Brace designation on structural documents. Piecemark: Star Seismic piecemark. May be subject to change as needed as detailing progresses. P„ hr Pu is the code level force from the structural analysis, LRFD Analysis UNO. The minimum capacity of the brace is then PU/ cp. Aspee (in'): Core area specified by the design engineer Asc (in2): The steel core area to be used in the brace in the yielding core section, sized either for the strength criteria or for stiffness. Pysc-min: Minimum anticipated yield of the brace, Pysc-min =AscFysc-min. Pysc-max: Maximum anticipated yield of the brace, Pysc-max =AscFysc-max. Unity Ratio: Maximum demand capacity ratio for the brace using Pysc-min. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H 9511 Park City, UT 84098 (435)940-9222 t r S el a mic STIFFNESS ANALYSIS Definition of Terms: # Internal Cores: total number of Flat Bars or plates to be used in the brace. Thickness of steel core (in): Thickness of individual bars or plates Unred. FB Width: The width of the flat bar (FB) or plate outside of the yielding core segment. Rise, Run, L,p,p lengths: Brace bay geometry calculations. Guss-Goss: The approximate gusset to gusset distance, from the chamfer of the lower gusset to the chamfer of the upper gusset. Ly,: The approximate length of the yielding core. Lconn: The distance from the gusset plate chamfer to the beginning of the radius cut of the core. Kcore: Stiffness of the yielding core, E*Asc/Lyz. Kcono: Stiffness of the connection ends from the gusset to the beginning of the radius cut, E*(#Internal Cores*Thickness of the core*Unred. FB Width)/Leonn. Kerr: Effective stiffness of the brace, 1/(2/ Kconn + 1 / Kcore+2/ Kradius ) KWP_WP: The stiffness that would exist in the system if the core area Aso were to be extended from work -point to work -point and all other rigidities ignored, E*Asc/LWP-WP. Kmodei: The estimated stiffness of the brace in the engineer's model as given in the contract documents or directly from the engineer. Recommended Stiffness Modification Factors KF: The recommended stiffness adjustment factors to use to adjust the modeling of the braces to account for the actual stiffness of the braces. KF*Aso*E/LWP-w,z Kerr (to within acceptable margins). Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 OVER -STRENGTH AND ENGINEERING ANALYSIS Definition of Terms: Pdrift: The imposed load in the brace at a service level for determination of elongation due to drift. Can be conservatively taken as N/pI and even more conservatively taken as �AscFysc-min/ PI. P/Keore Method Abs: Elongation of the brace due to code level forces given by Pdrift / Kcore or more conservatively taken as Pdrift / Keff. AS : Interstory drift if given by engineer. Less accurate and overly conservative method of determining brace strains than P/Kcore. Ob.: Brace elongation due to the Design Story Drift A, drift given by the engineer using the conservative formula V ( (0 + run)2+rise2)- Lwp-wp Obm Used: Brace elong. due to Design Story Drift 0 levels, Obm = CdObs, using either P/K or story drifts. E bm: Strain in brace at 2.0 * Abm w: Tension over -strength factor ci g : Compression over -strength factor Tmax: Maximum tension force the brace can deliver, Fymax*Asc* w Cmax: Adjusted Brace Strength or maximum compression force the brace can deliver Fymax*Asc*o)P. Cmax and Tmax are used to determine the required capacities of the beams/columns. R.: Connection Design Force = 1.1 * Cmax. This is the minimum connection design capacity. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Ss t a r 8, e S I" r V�11 10 Commentary on Stiffness and Brace Design Methods: In analyzing a BRB frame, it is important that the stiffness of the model matches the stiffness of the stiffness of the braces. However, this can be achieved many different ways. The standard stiffness equation is: K _ EA L For the model to match the stiffness, any A, E, or L may be used, as long as the final Kmodel matches the brace stiffness Keff. Usually, a stiffness factor KF is used to model the correct stiffness of the brace and this stiffness factor is shown on the design documents: Kmoder = Keff = KF EA,,L wP—wP Any combination of KF and A can be used to obtain Keff, and the model area need not match the steel core area to obtain a matching stiffness. Kmoa er — Key = KF EA —* KF, EA, _ KF Z EAZ _ KF 3 EA3 _ KF 4 EA4 L L L L L When the braces in a model are stiffer or softer than the actual BRB braces, either the model can be adjusted and re -analyzed to correctly reflect the brace stiffness, or the brace can be stiffened or softened to match the model (KFmodelAmode1=KFbraceAsc). The brace can be stiffened by adding area to the core, or softened by reducing the core area. Therefore, even though the modeled area is not the same as the design core area, the brace has the same stiffness as what has been modeled and has met the design intent. When using this approach, the final core area used will require a separate check to make sure that the brace meets the minimum strength requirements of the code at the minimum Fy specified on the design documents. However, there is another way to stiffen up the braces, to reduce the length of the yielding core. When this is an option it will increase the stiffness factor of the brace by reducing the length of the yielding segment of the brace. (Increase in KF). Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Project: Musuem of Flight • Fymin = 40 ksi zr5vsmFymm = 44 Iksi 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 E = 29000 Iksi rSeisrrlic Brace and Bay Information IBrace Minimum Capacity Analysis Q/11-10 1-2 493.4 284.1 569.4 Q/11-10 2-R 441.3 284.1 524.8 Q/10-9 1-2 496.7 284.1 572.2 Q/10-9 2-R 438.4 284.1 522.4 Q/9-8 1-2 496.7 284.1 572.2 Q/9-8 2-R 438.4 284.1 522.4 Q/8-7 1-2 494.9 284.1 570.7 Q/8-7 2-R 435.6 284.1 520.0 1/C-B.5 1-2 495.2 255.2 557.1 1/C-13.5 2-R 509.5 255.2 569.8 1 /B.5-B 1-2 496.2 255.2 558.0 1 /B.5-B 2-R 544.1 255.2 600.9 1/13-A.5 1-2 496.2 255.2 558.0 1 /B-A.5 2-R 544.1 255.2 600.9 1/A.5-A 1-2 495.2 255.2 557.1 1/A.5-A 2-R 539.8 255.2 597.1 A/9-10 1-2 365.9 273.0 456.6 A/9-10 2-R 319.1 273.0 419.9 A/10-11 1-2 367.4 273.0 457.8 A/10-11 2-R 319.1 273.0 419.9 A/11-12 1-2 367.4 273.0 457.8 A/11-12 2-R 319.1 273.0 419.9 A/12-13 1-2 365.9 273.0 456.6 A/12-13 2-R 319.1 273.0 419.9 21/A-13 1-2 480.4 255.2 544.0 21/A-B 2-R 539.8 255.2 597.1 21 /B-C 1-2 480.2 255.2 543.8 21/B-C 2-R 545.1 255.2 601.8 21/C-D 1-2 480.2 255.2 543.8 21/C-D 2-R 545.1 255.2 601.8 21/D-E 1-2 480.4 255.2 544.0 21/D-E 2-R 511.9 255.2 572.0 11/A-B 1-2 493.4 318.9 587.5 11/A-B 2-R 459.3 318.9 559.2 11/13-C.5 1-2 493.4 318.9 587.5 11/B-C.5 2-R 433.2 318.9 537.9 � N N f0 N E � c � U O N N y _ f0 T d N g E ❑ U N N O N U C (n 481.0 BRB-6.5 BWC BWC273a 442.0 BRB-6.25 BWC BWC263a 484.0 BRB-6.5 BWC BWC273b 442.0 BRB-6.25 BWC BWC263a 484.0 BRB-6.5 BWC BWC273b 442.0 BRB-6.25 BWC BWC263a 484.0 BRB-6.5 BWC BWC273b 442.0 BRB-6.25 BWC BWC263a 477.0 BRB-3.25 BWC BWC137a 492.0 BRB-3 BWC BWC126a 479.0 BRB-3.25 BWC BWC137b 524.0 BRB-3 BWC BWC126b 479.0 BRB-3.25 BWC BWC137b 524.0 BRB-3 BWC BWC126b 477.0 BRB-3.25 BWC BWC137a 519.0 BRB-3 BWC BWC126c 386.0 BRB-7.25 PB P13305a 356.0 BRB-7 PB P6294a 386.0 BRB-7.25 PB P13305a 356.0 BRB-7 PB P6294a 386.0 BRB-7.25 PB P13305a 356.0 BRB-7 PB P6294a 386.0 BRB-7.25 PB P13305a 356.0 BRB-7 PB P6294a 464.0 BRB-5.25 BWC BWC221a 518.0 BRB-4.75 BWC BWC200b 464.0 BRB-5.25 BWC BWC221a 518.0 BRB-4.75 BWC BWC200b 464.0 BRB-5.25 BWC BWC221a 518.0 BRB-4.75 BWC BWC200b 464.0 BRB-5.25 BWC BWC221a 490.0 BRB-4.75 BWC BWC200a 485.0 BRB-14.5 PB P13609a 464.0 BRB-13 PB PB546b 485.0 BRB-14.5 PB P13609a 444.0 BRB-13 PB P13546a O U y n U m m U) N Q m E O E m T Q _ O T L E O W N v$ m U) > 260.0 6.50 6.50 250.0 6.25 6.25 260.0 6.50 6.50 250.0 6.25 6.25 260.0 6.50 6.50 250.0 6.25 6.25 260.0 6.50 6.50 250.0 6.25 6.25 130.0 3.25 3.25 120.0 3.00 3.00 130.0 3.25 3.25 120.0 3.00 3.00 130.0 3.25 3.25 120.0 3.00 3.00 130.0 3.25 3.25 120.0 3.00 3.00 290.0 7.25 7.25 280.0 7.00 7.00 290.0 7.25 7.25 280.0 7.00 7.00 290.0 7.25 7.25 280.0 7.00 7.00 290.0 7.25 7.25 280.0 7.00 7.00 210.0 5.25 5.25 190.0 4.75 4.75 210.0 5.25 5.25 190.0 4.75 4.75 210.0 5.25 5.25 190.0 4.75 4.75 210.0 5.25 5.25 190.0 4.75 4.75 580.0 14.50 14.50 520.0 13.00 13.00 580.0 14.50 14.50 520.0 13.00 13.00 E 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 260 44.0 286 250 44.0 275 260 44.0 286 250 44.0 275 260 44.0 286 250 44.0 275 260 44.0 286 250 44.0 275 130 44.0 143 120 44.0 132 130 44.0 143 120 44.0 132 130 44.0 143 120 44.0 132 130 44.0 143 120 44.0 132 290 44.0 319 280 44.0 308 290 44.0 319 280 44.0 308 290 44.0 319 280 44.0 308 290 44.0 319 280 44.0 308 210 44.0 231 190 44.0 209 210 44.0 231 190 44.0 209 210 44.0 231 190 44.0 209 210 44.0 231 190 44.0 209 580 44.0 638 520 44.0 572 580 44.0 638 520 44.0 572 Cd= 15 1= 1.25 P= 1.00 % drift or 5rwrSeIiS IC 2obm or Brace Elongation Analysis O li.. U C O j Q O C > U Z N 9 0 .. a L Y m O ❑ Y_ W Z' D_ O _ U) c E� d U o is t p W m E r O w C 'y W E 2 E a O (D > O` n m 0 Y O O X <° C O N CO .x O o f O> C V LO y N L m U Y O 1.0 187.2 180.0 187.2 180.0 187.2 180.0 187.2 180.0 93.6 86.4 93.6 86.4 93.6 86.4 93.6 86.4 208.8 201.6 208.8 201.6 208.8 201.6 208.8 201.6 151.2 136.8 151.2 136.8 151.2 136.8 151.2 136.8 417.6 374.4 417.6 374.4 0.43 0.39 0.43 0.39 0.43 0.39 0.43 0.39 0.43 0.44 0.43 0.47 0.43 0.47 0.43 0.47 0.35 0.32 0.35 0.32 0.35 0.32 0.35 0.32 0.42 0.47 0.42 0.47 0.42 0.47 0.42 0.44 0.44 0.42 0.44 0.40 2.16 1.96 2.17 1.96 2.17 1.96 2.17 1.96 2.13 2.20 2.14 2.36 2.14 2.36 2.13 2.34 1.73 1.58 1.73 1.58 1.73 1.58 1.73 1.58 2.08 2.34 2.08 2.34 2.08 2.34 2.08 2.21 2.20 2.10 2.20 2.00 2.48 2.40 2.48 2.40 2.48 2.40 2.48 2.39 2.29 2.30 2.29 2.33 2.29 2.33 2.29 2.33 2.20 2.08 2.20 2.08 2.20 2.08 2.20 2.08 2.27 2.33 2.27 2.33 2.27 2.33 2.27 2.30 2.69 2.63 2.69 2.58 2.48 2.40 2.48 2.40 2.48 2.40 2.48 2.39 2.29 2.30 2.29 2.36 2.29 2.36 2.29 2.34 2.20 2.08 2.20 2.08 2.20 2.08 2.20 2.08 2.27 2.34 2.27 2.34 2.27 2.34 2.27 2.30 2.69 2.63 2.69 2.58 4.96 4.80 4.96 4.79 4.96 4.79 4.96 4.78 4.57 4.60 4.57 4.73 4.57 4.73 4.57 4.68 4.40 4.16 4.40 4.16 4.40 4.16 4.40 4.16 4.54 4.69 4.54 4.69 4.54 4.69 4.54 4.60 5.39 5.26 5.39 5.16 4.75 4.49 4.09 4.52 4.09 4.52 4.09 4.52 4.09 4.45 4.59 4.47 4.92 4.47 4.92 4.45 4.87 3.60 3.29 3.60 3.29 3.60 3.29 3.60 3.29 4.34 4.88 4.34 4.88 4.34 4.88 4.34 4.60 4.59 4.38 4.59 4.17 O OK i OK OK OK,, OK OK OK OK OK OIL OK OK OK, '. OK OK OK O OK OK OIK. OK i OK OK . OK OK OK OK OK OK > OK OK OK OK LtDK 1.0 4.75 1.0 4.75 1.0 4.75 1.0 4.75 1.0 1.0 4.75 1.0 4.75 1.0 4.75 1.0 5 1.0 5 1.0 5 1.0 5 1.0 5 1.0 5 1.0 5 1.0 5 1.0 4 1.0 4 1.0 4 1.0 4 1.0 4 1.0 4 1.0 4 1.0 4 1.0 4.75 1.0 5 1.0 4.75 1.0 5 1.0 4.75 1.0 5 1.0 4.75 1.0 4.75 1.0 4.75 1.0 4.75 1.0 4.75 1.0 4.75 150304 Museum of Flight Combined Eng 3.6.15.xism 3/10/2015 Project: Musuem of Flil _ U .arSeisn ir- E CD r 1.4 pm -1.47 1.31 % -Maxima 1.36 ---- -1.32 "Star i[s m i c Brace Overstrength Factor Analysis Brace Stiffness Analysis Brace Casir T Q E a C11 3 � C tOp N co 7 7 aEi c c E E O 3 ) L o C U - N 3 f0 J d LL a Y Y Y O OR @ rn y O N p LL^ N ID K U) N O/ OLE dy6 f NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ' 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Q/11-10 0/11-10 Q/10-9 Q/10-9 Q/9-8 Q/9-8 Q/8-7 Q/8-7 1/C-6.5 1/C-6.5 1/6.5-B 1/6.5-B 1/13-A.5 1/13-A.5 1/A.5-A 1/A.5-A A/9-10 A/9-10 A/10-11 A/10-11 A/11-12 A/11-12 A/12-13 A/12-13 21/A-13 21/A-B 21/B-C 21/13-C 21/C-D 21/C-D 21/D-E 21/D-E 11/A-B 11/A-B 11/B-C.5 11/B-C.5 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1-2 2-R 1.14% 1.22% 1.14% 1.21% 1.14% 1.21% 1.13% 1.21% 1.06% 1.04% 1.06% 0.99% 1.06% 0.99% 1.06% 0.99% 1.26% 1.31% 1.26% 1.31% 1.26% 1.31% 1.26% 1.31% 1.08% 0.99% 1.08% 0.99% 1.08% 0.99% 1.08% 1.04% 121% 1.24% 1.21% 1.28% 0.60 0.54 0.60 0.54 0.60 0.54 0.60 0.54 0.59 0.61 0.60 0.66 0.60 0.66 0.59 0.65 0.48 0.44 0.48 0.44 0.48 0.44 0.48 0.44 0.58 0.65 0.58 0.65 0.58 0.65 0.58 0.61 0.61 0.58 0.61 0.56 8.3 8.8 8.2 8.8 8.2 8.8 8.2 8.8 7.7 7.5 7.7 7.2 7.7 7.2 7.7 7.2 9.2 9.5 9.2 9.5 9.2 9.5 9.2 9.5 7.8 7.2 7.8 7.2 7.8 7.2 7.8 7.5 8.8 9.0 8.8 9.3 1.34 1.36 1.34 1.36 1.34 1.36 1.34 1.36 1.32 1.31 1.32 1.30 1.32 1.30 1.32 1.30 1.13 1.14 1.13 1.14 1.13 1.14 1.13 1.14 1.32 1.30 1.32 1.30 1.32 1.30 1.32 1.31 1.12 1.13 1.12 1.14 1.4 -1.28 -1.32 -1.28 -1.32 -1.28 -1.32 -1.28 -1.32 -1.25 -1.24 -1.25 -1.22 -1.25 -1.22 -1.25 -1.22 -1.22 -1.24 -1.22 -1.24 -1.22 -1.24 -1.22 -1.24 -1.26 -1.22 -1.26 -1.22 -1.26 -1.22 -1.26 -1.24 -1.21 -1.22 -1.21 -1.47 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 400 385 400 385 400 385 400 385 200 185 200 185 200 185 200 185 447 431 447 431 447 431 447 431 323 293 323 293 323 293 323 293 893 801 893 801 420 404 420 404 420 404 420 404 210 194 210 194 210 194 210 194 469 453 469 453 469 453 469 453 340 307 340 307 340 307 340 307 938 841 938 841 462 445 462 445 462 445 462 445 231 213 231 213 231 213 231 213 516 498 516 498 516 498 516 498 374 338 374 338 374 338 374 338 1,032 925 1,032 925 512.0 473.0 515.0 473.0 515.0 473.0 515.0 473.0 494.0 509.0 496.0 541.0 496.0 541.0 494.0 536.0 399.0 369.0 399.0 369.0 399.0 369.0 399.0 369.0 488.0 542.0 488.0 542.0 488.0 542.0 488.0 514.0 522.0 495.0 522.0 475.0 434.3 394.9 437.3 394.9 437.3 394.9 437.3 394.9 429.8 444.0 431.8 476.0 431.8 476.0 429.8 471.0 348.0 318.0 348.0 318.0 348.0 318.0 348.0 318.0 419.5 471.8 419.5 471.8 419.5 471.8 419.5 444.3 444.0 423.0 444.0 403.0 434 459 431 459 431 459 431 459 219 196 218 183 218 183 219 185 604 638 604 638 604 638 604 638 363 292 363 292 363 292 363 310 947 891 947 935 408.76 331 430.47 345 406.12 329 1 430.47 347 406.12 329 430.47 347 406A2 330 430.47 349 207.40 169 186.15 153 i 206.50 169 174.22 145 206.50 169 174.22 145 207.40 169 175.98 146 576.21 461 606.88I 483 576.21 459 606.88 ' 483 576.21 459 i 606.88 483 576.21 461 606.88 483 340.03 280 275.97 231 340.03. 280 `` 275.97 229 ; I 340.03 280 i 275.97 229 340.03 280 i 292.21 241 887.00 716 ! 843.91 674 i 887.00 716 6 883.46 701 i, 1.23 1.25 1.23 1.24 i 1.23 1.24 1.23 1.24 1.23 1.22 1.22 1.20 11.22 ! 1.20 1.23 1.21 ! 1.25 1.26 1.25 1.26 1.25 1.26 1.25 1.26 1.21 1.20 1.21 1.21 1.21 1.21 1.21 1.21 1.24 11.25 1.24 1.26 1 1.25 0.99 1.00 0.99 0.99 0.99 0.99 0.98 0.99 0.98 0.98 0.98 0.96 0.98 0.96 0.98 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.96 0.97 0.96 0.97 0.96 0.97 0.97 0.99 1.00 0.99 1.01 HSS12x12x5/8 HSS12x12x1/2 HSS12x12x5/8 HSS12x12x1/2 HSS12x12x5/8 HSS12x12x1/2 HSS12x12x5/8 HSS12x12x1/2 HSS12x12x1/4 HSS12x12x1/4 HSS12x12x1/4 HSS12x12x1/4 HSS12x12x1/4 HSS12x12x1/4 HSS12x12x1/4 HSS12x12x1/4 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS12x12x1/2 HSS16X16X5/8 HSS16X16X1/2 HSS16X16X5/8 HSS16X16X1/2 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1A -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 1.4 -1.47 1.25 F-1--4-1-1.23F--147-1 1.25 150304 Museum of Flight Combined Eng 3.6.15.xlsm 3/10/2015 STAR SEISMIC WILD CA f M BUCKLING -RESTRAINED BRACES Appendix B Brace & Gusset Calculation Sheets Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 0 n n T.O.S. (W14 BEAM) ROOF LINE 23'-8)/B' T 23'-8Y8' 23-SYs' 23'-8Y8' T,O.S. (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT BRB DIMENSIONING SCHEDULE (SS-01) BRB # (Circled No.) BRB MK # (Prefixed IWO "a" (W,P-to-W.P) "b" (Lower Pul(-bock) "c' (Hole -to -Hole) "d' (Upper Pull -back) 'e" (Gus -to -Gus) Q) BWC273a 47'-5 3/8' 2'-9 1/2' 42'-3' 2'-4 7/8' 40'-1' (D BWC263a 43'-8 13/16 2'-3' 39'-0' 2'-513/16' 36'-10' 3Q BWC273b 47'-8 3/16' 2-9 1/2' 42'-6' 2'-4 11/16' 40'-4' AQ BWC263a 43'-6 7/16' 2'-3' 39'-0' 2-3 7/16' 36'-10' Qs BWC273b Q-8 3/16' 2'-9 1/2' 42'-6' 2'-4 11/16' 40'-4' ©I BWC263a 43'-6 7/16' 2'-3' 1 39'-0' 2'-3 7/16' 36'-10' Q7 IBWC273b 47'-6 11/16' 2'-9 1/2' 1 42'-6' 2'-3 3/I6' 40'-4' QR IBWC263a 43'-6 7/16' 2'-3' 1 39-0' 2'-1 1/16' 36'-10' STEEL DETAILER NOTE: ALL 'HOLE -TO -HOLE' & 'GUS TO GUS' DIM'S ARE TO BE MAINTAINED. PLEASE NOTIFY STAR SEISMIC IMMEDIATELY IF DIMENSIONS CANNOT BE MAINTAINED, NOTE GUSSET PLATE CONFIGURATIONS AS DEPICTED ❑N THIS LAYOUT ARE FOR VAGUE 'OBJECT/MEMBER' REFERENCE ONLY. FINAL GUSSET PLATE CONFIGURATION TO BE SIZED PER REQ'D. WELD SIZE & LENGTHS & BY THE STRUCT. STEEL DETAILER. STIFF. PL'S (IF REQ'D) NOT SHOWN ON THIS LAYOUT NOTE ALL BEAM 'WORK -LINE' LOCATIONS ARE LOCATED AT EXACT 'HALF -DEPTH' LOCATIONS FROM BEAM T.O.S. mrES: IWN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BDEND CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACCORDINGLY. (PREFERRED BY STAR SEISMIC) - ERECT BRB IN CONJUNCTION WITH THE BEAM 3 BEAM INT❑ POSITION TOGETHER. (GUSSETS MUST BE WELDED TO BEAMS IN TH - ERECT BRB EVER LOWER GUSSET PLATE PRIOR TO ERECTING THE BEAM AB VE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPP CONTRACTOR/ERECTOR NOTE SEE STAR SEISMIC DWG's. PCB-01 & PCB-02 FOR BRB GUSSET WELDING & BOLTING SHOP / FIELD INFORMATION. SUBJECT BRB GRID LINE ELEV(s). LINE Q PROJECT COVEREDAIRPARK- MUSEUMofFLIGHT LOCATION SEATTLE, WAHINGTON CUSTOMER YAKIMA STEEL SCALE Nrs DRAWN BY_ss/dtn__DATE__3//reins A A j00fF spot 3/11/2015 ISSUED FOR PERMIT ONLY SS/dUn OWN. SAGEWOOD DR WWW.STARSEISMIC.NET SUITE FAX: 145-655.0.5222 73 JOB NO 150304P[ OSS-01 NO, DATE AND CHECKED BY DESCRIPTION OF REVISION T.O c. - I FLOC BRB DIMENSONING SCHEDULE (SS-02) BRB # (Circled No.) BRB MK II IPreFixed BWJ 'a' (VP -to -VP) 'b' Qowr Pull -back) (Hde-to-Hde) -d- (U Pull -back) 'e' (Gus-to-W,) Q BWC137a 46'-5 1/16' 2'-9 1/2' 40'-9' 2'-10 9/16' 39'-9' Q BWC126a 47'-5 7/8' 2'-10 1/2' 42'-0' 2'-7 3/8' 41'-0' �i BWC137b 6'-5 15/16 2'-9 112' 40'-II' 2'-9 7/16' 39'-11' © BWC126b 50'-0 7/8' 2'-10 1/2' 44'-8' 2'-6 3/8' 43'-B' © BWC137b 6'-5 15/16 2'-9 112' 40'-I]' 2'-9 7/16' 39'-Il' ® BWC126b 50'-0 7/8' 2'-10 3/2' 44'-8' 2'-6 3/8' 43'-B' ® BWC137q 47'-5 1/16' 2'-9 1/2' 40'-9' 2'-10 9/16- 39'-9' ® BWCI26c 49'-91/16' 2'-10' 44'-3' 2'-81/16' 43'-3' ALL 'HOLE -TO -HOLE' & 'GUS To GUS' DIMS ARE TO BE MAINTAINED, PLEASE NOTIFY STAR SEISMIC IMMEDIATELY IF DIMENSIONS CANNOT BE MAINTAINED, NOTE GUSSET PLATE CONFIGURATIONS AS DEPICTED ON THIS LAYOUT ARE FOR VAGUE 'OBJECT/MEMBER' REFERENCE ONLY. FINAL GUSSET PLATE CONFIGURATION TO BE SIZED PER REQ'D. WELD SIZE & LENGTHS & BY THE STRUCT. STEEL DETAILER, STIFF. PL'S (IF REQ'D) NOT SHOWN ON THIS LAYOUT NOTE: ALL BEAM 'WORK -LINE' LOCATIONS ARE LOCATED AT EXACT 'HALF -DEPTH' LOCATIONS FROM BEAM T.O.S. IF LINE ION POINT IINE REF) ERECTOR NOTES: N BRB'S SHOWN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE IN PLACE. CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACCORDINGLY. OPTION 41 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN CONJUNCTION WITH THE BEAM ABOVE FLY BRB & BEAM I'NT❑ POSITION TOGETHER. (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE.) OPTION 42 - ERECT BRB OVER LOWER GUSSET PLATE PRIOR TO ERECTING THE BEAM ABOVE. AS BEAM ABOVE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END OF BRB. CONTRACTOR/ERECTDR NOTE'. SEE STAR SEISMIC DWG's. PCB-01 & PC13-02 FOR BRB GUSSET WELDING & BOLTING SHOP / FIELD INFORMATION SUBJECT BRB GRID LINE ELEV(s). LINE 1 PROJECT COVEREDAIRPARK-MUSEUMofFLIGHT LOCATION SEATTLE, WAHINGTON CUSTOMER YAKIMA STEEL SCALE NTS DRAWN BY _ss/dtn__DATE_ 3/7/7/2015 112015 SS/dtm ISSUED FOR PERMIT ONLY ZL3/1 a Ito Ismic 63M N. SAGEWOOD DR WWW.STARSEISMIC.NET SUITOR 511 PHONE: 1d369[XI73 2 JOB NO 150304F IPC NOSS-02 NO. DATE AND CHECKED BY DESCRIPTION OF REVISION n n Iz T.O.S, ELEV, 56'-0' T.O.C. - 1ST FLOOR 22'-9' 22'-9' (T.O.S. ROOF LINE REF) �o nO TO,S. ELE 29-3- W10x4 W30x45 WI0x45 W10x45 x x x D Ae / J V's 0�0 <a I HS 12x12 (TYP. ALL LOCATIONS THIS DWG.) LEVEL GR D SLAB ELE 1 '-0 i STEEL DETAILER NOTE THIS DIMENSION MUST NOT BE ANY LESS THAN 5 1/2'. DIM. MAY BE INCREASED AS REDIRE➢ TO ACCOMODATE REQ'D. WELDING IF DESIRED. TYP. ALL GUSSET LOCATIONS SHOWN THIS DWG. ONLY! BRB DIMENSONING SCHEDULE (SS-03) BRB # (Circled No. BRB MK # (Prefixed BWC) 'a" (W.P-to-W.P) 'b" (Lower Pull -bock) 'c" (Hole -to -Hole) "d" (U er Pull -buck) "e" (Gus -to -Gus) Q PB305c, 38'-0 9/16' 2'-1 1/2' 34'-0' I'll 1/16' 32'-2' ® PB294a 34'-1115/16 F-8' 31'-6' 1'-915/16' 29'-8' ® PB305c. 38'-1 3/4' 2'-2' 34'-0' I'll 3/4' 32'-2' ® P13294a 34'-1115/16 Y-8' 31'-6' Y-915/16' 29'-8' zt PB305a 38'-1 3/4' 2'-2' 34'-0' 1'-]] 3/4' 32'-2' ® PB294a 34'-1115/16 F-8' 1 31'-6' 1 1791511V 29'-8' (LOOKING 'WEST') ELEVATI❑N @ GRID LINE A REF 26 / S301 STEEL DETAILER NOTE ALL 'HOLE -TO -HOLE' & 'GUS TO GUS' DIM'S ARE TO BE MAINTAINED. PLEASE NOTIFY STAR SEISMIC IMMEDIATELY IF DIMENSIONS CANNOT BE MAINTAINED. NOTE GUSSET PLATE CONFIGURATIONS AS DEPICTED ON THIS LAYOUT ARE FOR VAGUE 'OBJECT/MEMBER' REFERENCE ONLY. FINAL GUSSET PLATE CONFIGURATION TO BE SIZED PER REQ'D. WELD SIZE & LENGTHS & BY THE STRUCT. STEEL DETAILER. STIFF. PL'S (IF REQ'D) NOT SHOWN ON THIS LAYOUT NOTE: ALL BEAM 'WORK -LINE' LOCATIONS ARE LOCATED AT EXACT 'HALF -DEPTH' LOCATIONS FROM BEAM T.O.S. BRB'S SHOWN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE IN PLACE. CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACCORDINGLY, I OPTION 41 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN CONJUNCTION WITH THE BEAM ABOVE FLY BRB & BEAM INTO POSITION TOGETHER. (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE.) OPTION t42 - ERECT BRB OVER LOWER GUSSET PLATE PRIOR TO ERECTING THE BEAM ABOVE. AS BEAM ABOVE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END S OF BRB. CONTRACTOR/ERECTOR NOTE: SEE STAR SEISMIC DWG's. PCB-01 & PCB-02 FOR BRB GUSSET WELDING & BOLTING SHOP / FIELD INFORMATION SUBJECT BRB GRID LINE ELEV(s). LINE A PROJECT COVEREDAIRPARK-MUSEUMofFLIGHT LOCATION SEATTLE, WAHINGTON CUSTOMER YAKIMA STEEL SCALE NTS DRAWN BY_ss]dtn DATE__377/77em5_ A 1/2015ldtm ISSUED FOR PERMIT ONLY AP "___&arS,-3,jsFll 3 6300 N. SAGEWOOD DR W W W.STARSEISMICNET SUITEHk511 PHONE: 1- 554)0.3 JOB NO 150304E PO 6NO SS•03 NO. DATE AND CHECKED BY DESCRIPTION OF REVISION T.O.S. 6RID T.O.C. BRB DIMENSIONING SCHEDULE (SS-04) BRB # Circ (led Na.l BRB MK # (Prefixed BVG 'a' � (VP-to-V.P) w (Lower Pull -back) 'c' (Hole -to hole) "d' ( er Pull -back) (Gus-t'WO ® BWC221a 45'-4' 2'-7 112' 40'-3' 2'-5 1/2' 38'-B' ® BWC200b 49'-9 1/16, 2'-6' 44'-9' 2'-6 1/16, 43'-2' ® BWC221a 45'-3 3/4' 2'-7 1/4' 40'-3' 2'-5 1/2' 38'-8' ® BWC2001. 50'-I 13/16' 2'-6' 44'-9' 2'-10 13/16' 43'-2' ® BWC221n 45'-3 3/4' 2'-7 1/4' 40'-3' 2'-5 1/2, 38'-8' Q BWC200b 50'-1 13/16' 2'-6' 44'-9' 2'-10 13/16' 43'-2' 3I 13WC221n 45'-4' 2'-7 1/2' 40'-3' 2'-5 1/2' ® BWC200n 7'-7 15/16 1 2'-6' 42'-5' 2'-B 1ZV 40'-10' STEEL DETAILER NOTE ALL 'HOLE -TO -HOLE' & 'GUS TO GUS' DIM'S ARE TO BE MAINTAINED, PLEASE NOTIFY STAR SEISMIC IMMEDIATELY IF DIMENSIONS CANNOT BE MAINTAINED. NOTE: GUSSET PLATE CONFIGURATIONS AS DEPICTED ON THIS LAYOUT ARE FOR VAGUE 'OBJECT/MEMBER' REFERENCE ONLY. FINAL GUSSET PLATE CONFIGURATION TO BE SIZED PER REQ'D. WELD SIZE & LENGTHS & BY THE STRUCT. STEEL DETAILER, STIFF. PL'S (IF REQ'D) NOT SHOWN ON THIS LAYOUT NOTE: ALL BEAM 'WORK -LINE' LOCATIONS ARE LOCATED AT EXACT 'HALF -DEPTH' LOCATIONS FROM BEAM T.O.S. OF LINE TON POINT BRB'S SHOWN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE IN PLACE CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACCORDINGLY. ❑PTI➢N #1 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN CONJUNCTION WITH THE BEAM ABOVE FLY BRB & BEAM INT❑ POSITION TOGETHER. (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE.) OPTION #2 - ERECT BRB OVER LOWER GUSSET PLATE PRIOR TO ERECTING THE BEAM ABOVE, AS BEAM ABOVE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END OF BRB. CONTRACTOR/ERECTOR NOTE: SEE STAR SEISMIC DWG's. PCB-01 & PCB-02 FOR BRB GUSSET WELDING & BOLTING SHOP / FIELD INFORMATION. SUBJECT BRB GRID LINE ELEV(s). LINE 21 PROJECT COVEREDAIRPARK-MUSEUMofFLIGHT LOCATION SEATTLE, WAHINGTON CUSTOMER YAKIMA STEEL SCALE NTS DRAWN BY_ss/dtn__DATE__3n/2075 M' 3/11/2015 ISSUED FOR PERMIT ONLY SS/dtm DATE AND CHECKED BY DESCRIPTION OF REVISION NO. 6300 N. SAGEWGOD DR 4WAN.STARSEISMIC.NET SUITE H#511 PHONE: 143S90o-8222 JOB NO 150304E PG. NO SS•D4 75 T O.S, (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT EL. 78'-7 5/8'----- \ T.O.C. - IST FLOOR ; TO (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT EL. 76'-5 1/2' W18.106 W18.106 (TO.' \ I A,p A A.S. EL 40'-0- W10.45 WID.45 C / REF. \ LOCATIONS THIS DWG.) L50, \ Q�od \ I X\ / \ I I -EVEL G LAB EL D V. 1 '-0 d TD / V 6 y�H STEEL DETAILER NOTE: THIS DIMENSION MUST NOT III ANY LESS THAN 6 1/2'. DIM. MAY BE INCREASED AS REG. RED TO ACCOMO➢ATE RE O'D. WELDING IF DESIRED. T YP. ALL GUSSET LOCATIONS SHOWN THIS DVG. ONL Y� BRB DIMENSONING SCHEDULE (SS-05) BRB# (Cycled No.) BRBMK# (Prefixed BVD 'a' (VIP-to-0) -b- (Loser Pull -buck) .1 (Hole -to -Hole) 1. ( er Pull -bock) (Gus -to -Gus) ® PB609a 48'-II 9/16' 2'-6' 44'-3' 2'-2 9/16' 40'-5' ® PB54610 46'-7 3/16' 2'-3' 42'-0' 2'-4 3/16' 38'-B' ® PB609a 48'-II 9/16' 2'-6' 44'-3' 2'-2 9/16' 40'-5' ® PB546a 4'-9 15/16 2'-2' 40'-4' 2'-3 15/16' 37'-0' (LOOKING 'SOUTH') ELEVATION @ GRID LINE 11 REF: 30 / S301 STEEL DETAILER NOTE: ALL 'HOLE -TO -HOLE' & 'GUS TO GUS' DIM'S ARE TO BE MAINTAINED. PLEASE NOTIFY STAR SEISMIC IMMEDIATELY IF DIMENSIONS CANNOT BE MAINTAINED. NOTE: GUSSET PLATE CONFIGURATIONS AS DEPICTED ON THIS LAYOUT ARE FOR VAGUE 'OBJECT/MEMBER' REFERENCE ONLY. FINAL GUSSET PLATE CONFIGURATION TO BE SIZED PER REQ'D. WELD SIZE & LENGTHS & BY THE STRUCT. STEEL DETAILER, STIFF. PL'S (IF RED'D) NOT SHOWN ON THIS LAYOUT NOTE ALL BEAM 'WORK -LINE' LOCATIONS ARE LOCATED AT EXACT 'HALF -DEPTH' LOCATIONS FROM BEAM T.O.S. S. ROOF LINE REF) BRB'S SHOWN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE IN PLACE. CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACCORDINGLY. OPTION #1 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN CONJUNCTIDN WITH THE BEAM ABOVE FLY BRB & BEAM INT❑ POSITION TOGETHER. (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE.) OPTION #2 - ERECT BRB OVER LOWER GUSSET PLATE PRIOR TO ERECTING THE BEAM ABOVE. AS BEAM ABOVE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END OF BRB. CONTRACTOR/ERECTOR NOTE SEE STAR SEISMIC DWG's. PCB-01 & PCB-02 FOR BRB GUSSET WELDING & BOLTING SHOP / FIELD INFORMATION. SUBJECT BRB GRID LINE ELEV(s). LINE 11 PROJECT COVEREDAIRPARK-MUSEUMofFLIGHT LOCATION SEATTLE, WAHINGTON CUSTOMER YAKIMA STEEL SCALE NTS DRAWN BY_ss/dtM__BAT[ 3/7/7/2015 3/1112015 SS/dtm ISSUED FOR PERMIT ONLY "" 6300 N. SAGEWOOD DR WWW.STARSEISMIC.NET SUITE H#�„ PHONE: 1-4369409222 JOB NO 150304FAx1PGsNO SS-05 NO, DATE AND CHECKED BY DESCRIPTION NF REVISION 0 (N CONN. PLATES (IN GUSSET` PLATE /I PL "allarselando `BUCKLING RESTRAINED / BOLTED WILDCAT BRACE COLLAR e1 e2 Y ROWS L1 BRB PLATE CONNECTION NTS NOTE' 1. BOLTS TO BE PRE -TENSIONED AND INSTALLED MATH A'Claw A-FAYING SURFACE IN ACCORDANCE WITH AISC AND RCSC REQUIREMENTS. SFF'� �Ig SUITN.SAGEWOODDR PHONE ARS941-1 1 BOLTED BRACE SCHEDULE .Yr �� PARKCITY UT 840M FA%N<35655-0U732� STAR STAR AREA ENGs Conn. Conn. Bolt Hole Width Length # Bolts el e2 e3 S Gage BRACE# PCMK [in2] DESIG. LOCATION ELEV. PL.# PL. THIN) Dia (D) (IN) (IN) (IN) [-] (IN) (IN) (IN) (IN) (IN) 1 BWC273a 6.5 BRB-6.5 Q/11-10 1-2 2 1/2 1 3/16 SO 16.5 8 2.5 2.5 2 3.5 6 2 BWC263a 6.25 BRB-6.25 Q/11-10 2-R 2 1/2 1 3/16 10 16.5 8 2.5 2.5 2 3.5 6 3 BWC273b 6.5 BRB-6.5 Q/10-9 1-2 2 1/2 1 3/16 10 16.5 8 2.5 2.5 2 3.5 6 4 BWC263a 6.25 BRB-6.25 Q/1D-9 2-11 2 1/2 1 3/16 SO 16.5 8 2.5 2.5 2 3.5 6 5 BWC273b 6.5 BRB-6.5 Q/9-8 1-2 2 1/2 13/16 10 16.5 8 2.5 2.5 2 3.5 6 6 BWC263a 6.25 BRB-6.25 Q/9-8 2-R 1 2 1/2 1 3/16 1 10 16.5 8 2.5 1 2.5 2 1 3.5 6 7 BWC273b 6.5 BRB-6.5 Q/8-7 1-2 2 1/2 13/16 10 16.5 8 2.5 2.5 2 3.5 6 8 BWC263a 6.25 BRB-6.25 0/8-7 2-11 2 1/2 1 3/16 10 16.5 8 2.5 2.5 2 3.5 6 9 BWC137a 3.25 BRB-3.25 1/C-B.5 1-2 2 5/16 1 3/16 10 9.5 4 2.5 2.5 2 3.5 6 10 BWC126a 3 BRB-3 1/C-B.5 2_R 2 5/16 1 3/16 10 9.5 4 2.5 2.5 2 3.5 6 11 BWC137b 3.25 BRB-3.25 1/B.5-B 1-2 2 5/16 1 3/16 10 9.5 4 2.5 2.5 2 3.5 6 12 BWC126b 3 BRB-3 1/B.5-B 2-R 2 5/16 1 3/16 10 9.5 4 2.5 2.5 2 3.5 6 13 BWC137b 3.25 BRB-3.25 1/B-A.5 1-2 2 5/16 1 3/16 10 9.5 4 2.5 2.5 2 3.5 6 14 BWC126b 3 BRB-3 1/B-A.5 2-R 2 5/16 1 1 3/16 10 9.5 4 2.5 2.5 1 2 3.5 6 15 BWC137a 3.25 BRB-3.25 1/A.5-A 1-2 2 5/16 1 3/16 10 9.5 4 2.5 2.5 2 3.5 6 16 BWC126c 3 BRB-3 1/A.5-A 2-R 2 5/16 1 3/16 10 9.5 4 2.5 2.5 2 3.5 6 17 PB305a 7.25 BRB-7.25 A/9-10 1-2 2 1 1 3/16 9 32 8 2 2 1.5 3 6 18 PB294a 7 BRB-7 A/9-10 2-R 2 1 1 3/16 9 32 8 2 2 1.5 3 6 19 PB305a 7.25 BRB-7.25 A/10-11 - 1-2 2 1 1 3/16 9 1 32 8 2 2 1.5 3 6 20 PB294a 7 BRB-7 A/30-11 2-11 2 1 1 3/16 9 32 1 8 2 2 1.5 3 6 21 PB305a 7.25 BRB-7.25 A/11-12 1-2 2 1 1 3/16 9 32 8 2 2 1.5 3 6 22 PB294a 7 BRB-7 A/11-12 2-R 2 1 1 3/16 9 32 8 2 2 1.5 3 6 23 PB305a 7.25 BRB-7.25 A/12-13 1-2 2 1 1 3/16 9 32 8 2 2 1.5 3 6 24 PB294a 7 BRB-7 A/12-13 2-11 2 1 1 3/16 9 32 8 2 2 1.5 3 6 25 BWC221a 5.25 BRB-5.25 21/A-B 1-2 2 1/2 1 3/16 SO 13 6 2.5 2.5 2 3.5 6 26 BWC200b 4.75 BRB-4.75 21/A-B 2-R 2 3/8 1 3/16 10 13 6 2.5 2.5 2 3.5 6 27 BWC221a 5.25 BRB-5.25 21/B-C 1-2 2 1/2 1 3/16 SO 13 6 2.5 2.5 2 3.5 6 28 BWC200b 4.75 BRB-4.75 21/B-C 2-R 2 3/8 1 3/16 10 13 6 2.5 2.5 2 3.5 6 29 BWC221a 5.25 BRB-5.25 21/C-D 1-2 2 1/2 1 3/16 10 13 6 2.5 2.5 2 3.5 6 30 BWC200b 4.75 BRB-4.75 21/C-D 2_11 2 3/8 1 3/16 10 13 6 2.5 2.5 2 3.5 6 31 BWC221a 5.25 BRB-5.25 21/D-E 1-2 2 1/2 1 3/16 10 13 6 2.5 2.5 2 3.5 6 32 BWC200a 4.75 BRB-4.75 21/D-E 2-R 2 3/8 1 3/16 10 13 6 2.5 2.5 2 3.5 6 33 P6609a 14.5 BRB-14.5 11/A-B 1-2 2 1 1 3/16 11 46 16 2.5 2 2.5 3 6 34 PB546b 13 BRB-13 11/A-B 2-R 2 1 1/4 1 3/16 11 43 14 2.5 2 2.5 3 6 35 PB609a 14.5 BRB-14.5 11/B-C.5 1-2 2 1 1 3/16 11 46 16 2.5 2 2.5 3 6 36 1`6546a 13 BRB-13 11/B-C.5 2-R 2 1 1/4 1 3/16 11 43 14 1 2.5 1 2 2.5 3 6 BRB SCHEDULE NOTES: 1. BUCKLING RESTRAINED BRACES ARE TO BE TESTED PER THE PROVISIONS OF THE AISC 341-10. SUPPLIER TO SUBMIT PROOF OF EACH BRACE'S COMPLIANCE WITH THE QUALIFIED LOAD 8 STRAIN RANGES. 2. Pu GIVEN IS THE GOVERNING CODE LEVEL FORCE IN THE BRACE, USING LRFD FORCE LEVELS. Puf0.9A.CFynw 3. Fysc IS THE ACTUAL YIELD STRESS OF THE STEEL CORE AS DETERMINED BY COUPON TESTING. W km I Fysc 146 ksi. CHARPY TESTING REQUIRED WHEN THICNKESS OF THE CORE MATERIAL EXCEEDS T. 4. BRACE STIFFNESS Ke0TO BE KF • Asc x EAwpwp x10%, WHERE THE VALUES FOR STIFFNESS MODIFICATION FACTOR(KF) B Aw ARE TAKEN FROM THE TABLE B Lwpwp IS THE WORKPOINT-WORKPOINT LENGTH OF THE BRACE. 5. BRACE ELONGATION TO BE CALCULATED AS MAX OF 2% DRIFT OR 2 A C4 K Psewim / Kane, WHERE Pm. - Pul(pl) (p- CODE REDUNDANCY FACTOR, I = CODE IMPORTANCE FACTOR, 8 Kawe IS THE STIFFNESS OF THE YIELDING CORE Kw ASCE/Lysc ) 6. MAXIMUM #TJ AND # NOT TO EXCEED VALUES IN TABLE. 7. PROJECT DESIGNED AROUND STAR SEISMIC BRB BRACES. IF THE CONTRACTOR PROPOSES A -BRB- PRODUCT THAT DOES NOT CONFORM TO THE DESIGN AND PERFORMANCE REQUIREMENTS, CONTRACTOR MUST SUBMIT A COST IMPACT EVALUATION, AND MUST PAY THE ARCHITECTS AND DESIGN TEAWS FEES ASSOCIATED WITH THE REVIEW OF THE NON -CONFORMING -BRB' PRODUCT AND REDESIGN OF BUILDING ASSOCIATED IMPACTED BY NON -CONFORMING BRB.. GENERAL NOTES' ALL BOLTED BRACE CONNECTIONS SHALL BE INSTALLED IN ACCORDANCE WITH THE ERECTOR'S QUALITY ASSURANCE PLAN. AS A MINIMUM, THE FOLLOWING MUST BE MET. • TIGHTEN ALL SLIP CRITICAL BOLTS 8 BOLTS INSTALLED IN OVERSIZED OR SLOTTED HOLES BY A METHOD APPROVED BY THE'ENGINEER OF RECORD-. • PROVIDE HARDENED WASHERS UNDER ALL TURNED ELEMENTS (THE BOLT HEAD 8 NLm,AS REQUIRED IN THE AISC SPECIFICATIONS. • BOLTS MUST BELONG ENOUGH FOR A MINIMUM OF (2) THREADS TO EXTEND BEYOND THE OUTSIDE FACE OF THE NUT AFTER TIGHTENING, BUT NOT TO EXCEED THE THREAD STICK-0UT DIMENSION ALLOWED BY THE -ENGINEER OF RECORD-. • DO NOT RE -USE BOLTS, NUTS, OR WASHERS. BOLTS SHALL BE TORQUED TO ACHIEVE THE APPROPRIATE BOLT TENSION AS SET FORTH IN THE ERECTORS APPROVED PROCEDURES. AS A MINIMUM, THE FOLLOWING ITEMS SHALL BE ADHERED TO. 1. STARTING WITH THE INNERMOST ROWS OF THE CONNECTION 8 CONTINUING TO THE OUTER ROWS, BRING ALL PLIES INTO FIRM CONTACT (NOT FULLY TIGHTENED CONDITION). BOLTS MAY NEED ADJUSTMENT MORE THAN ONCE TO ACHEIVE THIS CONDITION. 2. TIGHTEN BOLTS AT INNERMOST ROW TO THE APPROPRIATE LEVEL OF TENSION USING APPROVED PROCEDURE. 3. PROCEED ROW BY ROW TO THE OUTERMOST ROW OF BOLTS AND TIGHTEN TO THE APPROPRIATE LEVEL OF TENSION USING APPROVED PROCEDURE. 4. AFTER THE LAST BOLT AT THE OUTER ROW HAS BEEN TIGHTENED, RECHECK THE PREVIOUSLY TIGHTENED BOLTS AND TIGHTEN ANY THAT HAVE LOOSENED, ALTERNATING BETWEEN INSIDE COLUMN 8 OUTSIDE COLUMN BOLTS UNTIL ALL BOLTS HAVE REACHED THE APPROPRIATE LEVEL OF TORQUE. 5, REPEAT SIMILAR PROCEDURE AT THE OTHER END OF THE BRACE. (� PROTECTED WF10FD. BOLTED, SCREKED OR SHOT -IN ATTACHMENTS FOR NON-STRUCTURAL ELEMENTS ARE PROHIBITED NATHIN THE PROTECTED ZONE REGION DEFINED IN THIS DETAIL IT IS A VIOLATION OF THE CONTRACT AND THE BUILDING CODE TO - SUCH CONNECTIONS. "R ZONE. EKED OR SHOT -IN ATTACHMENTSARE NOT PERMITTED TO THE O-PS. BRACE STROKE ZONE. ATTACHMENTS ARE PROHIBITED IN THE BRACE STROKE ZONE. NOTE THAT Y ATTACHMENTS MADE TO THE COLLAR. CASING THAT WILL -TRAIN BETWEEN THE COLLAR 8 CASING ARE ALSO PROHIBITED. NY OTHER CONNECTIONS TO THE BRACE PRE TO BE APPROVED BY THE ENGINEER AND THE BRB LWNUFACTURER. M BEAM WF COL WF COL. WP NP 2 FIELD PROTECTED ZONE DETAIL NTS tarSelsmic 63DON.SAGEWOODOR VAAWSTARSEISMIC.NET SUITE H 0511 PHONE: 1-435-940-9222 PARK CITY, UT 84098 FAX 1-435-655-0073 NAME: BOLTED BRB GUSSET DETAILS AND SCHEDULE PROJECT: Mute FlMkl PROJECTNQ 150381 DATE; S-015 PAGE: PC *3 TYP. BRACE TO COLUMN WEB CONNECTION %1 STAR BRB TO BASE PL / COL. CONN. NOTE: WP. W END OF BRB d BRB LENGTH TO BE PROVIDED BY STAR SEISMIC GUSSET/BASE PLATE SCHEDULE 63DON.SAGEWOODDR WWWSTARSEISMICNET Starc PARK CITYIUT B6088 FAX NdPHOE 135fi85-WT3- STAR STAR AREA BRACE GUSSET BASE PLATE WELD COLUMN WELD BRACE# PCMK [int] DESIG. LOCATION ELEV. PL. TH (IN) W2 (IN) L2 (IN) W3 (IN) L3 (IN) 1 BWC273a 6.5 BRB-6.5 Q/11-10 1-2 3/4 1/4 26 5/16 42 3 BWC273b 6.5 BRB-6.5 Q/10-9 1-2 3/4 1/4 26 5/16 42 5 BWC273b 6.5 BRB-6.5 Q/9-8 1-2 3/4 1/4 26 5/16 42 7 BWC273b 6.5 BRB-6.5 Q/8-7 1-2 3/4 1/4 26 5/16 42 9 BWC137a 3.25 BRB-3.25 1/C-B.5 1-2 1 5/8 1/4 21 1/4 36 11 BWC137b 3.25 BRB-3.25 1/B.5-B 1-2 5/8 1/4 21 1/4 36 13 BWC137b 3.25 BRB-3.25 1/B-A.5 1-2 5/8 1/4 1 21 1/4 36 15 BWC137a 3.25 BRB-3.25 1/A.5-A 1-2 5/8 1/4 21 1/4 36 17 PB305a 7.25 BRB-7.25 A/9-10 1-2 1 1/4 3/8 24 7/16 31 19 PB305a 7.25 BRB-7.25 A/10-11 1-2 1 1/4 3/8 24 7/16 31 21 PB305a 7.25 BRB-7.25 A/11-12 1-2 1 1/4 3/8 24 7/16 31 23 PB305a 7.25 BRB-7.25 A/12-13 1-2 1 1/4 3/8 24 7/16 31 25 BWC221a 5.25 BRB-5.25 21/A-B 1-2 3/4 1/4 1 22 5/16 37 27 BWC221a 5.25 BRB-5.25 21/B-C 1-2 3/4 1/4 22 5/16 37 29 BWC221a 5.25 BRB-5.25 21/C-D 1-2 3/4 1/4 22 5/16 37 31 BWC221a 5.25 BRB-5.25 21/D-E 1-2 3/4 1/4 22 5/16 37 33 PB609a 14.5 BRB-14.5 11/A-B 1-2 1 1/4 1/2 31 9/16 46 35 PB609a 14.5 BRB-14.5 11/B-C.5 1-2 1 1/4 9/16 31 9/16 46 4 BRB CONNECTION SCHEDULE Nrs NOTES: 1. ALL GUSSET PLATES ARE TO BE ASn-OR50 2. WHERE STIFFENER IS REQUIRED AT BOTH UPPER AND LOWER CONNECTIONS, LOCATE THE STIFFENER AT TOE OF SHORTER WELD LENGTH. 3, WELDS INDICATED WITH A * TO BE INCREASED IF NEEDED TO MEET AWS MIN REQUIREMENTS. 4. ALL GUSSET PLATES, STIFFNERS, AND CLIP ANGLES PROVIDED BY STEEL CONTRACTOR. YO 3 SIDES Y4 (iYP) WF COL. P.P. WELD BEAM WEB TO STIFF PL'.. (NdFS) I GUSSET PLATE. (CONN. PL TO MATCH BM FLG. THK K. WIDTH d BOLTS FOR ERECTION A) ONLY (AS REQUIRED) WF BEAM LStU" L3U Y MIN VERT. (TYP) \ SEE SCHED. Wm BOLTED CONNECTION A SEE BRB SCHEDULE L STIFF's) L� SEE SCHED. C.J.P. WELD BEAM FLG. TO STIFF. PL(.). TSB FUG. p'p WU Yf STFF. // W3 PL TYP. BUCKLING RESTRAINED WILDCAT BRB BRACE TYP. BRACE TO COLUMN WE CONNECTION SNIP CORNERS OF FLNG. GUSS. PL PL'F TO ALLOW FOR CONT. WELD GUSS. PL. STAR BRB TO CONTINUOUS GUSS. CONN. (DOUBLE BRACE) NTS NOTE: WP. Io END OF BRB d BRB LENGTH TO BE PROVIDED BY STAR SEISMIC 2 SIDES Y. (TYP) STIFF PUl. (N&FS)TO MATCH BM FLG. THK S WIDTH WF COL FLANGE PL (CTR'D) j THK d WIDTH TO MATCH BEAM FLG. WF BEAM Yd 2 SIDES BEAM GO 115 Y. (fYP) SEE DIET.95 BOLTED CONNECTION E WP SEE BRB SCHEDULE U ${ Sd BUCKLING RESTRAINED _ WILDCAT BRB BRACE Yd- w3 13 Yd 3SIDES PL STIFF. Y4- (TYP) . PL (TYP) TYP. BRACE TO COLUMN WEB CONNECTION GUSS, PL(FS) STAR BRB TO CONTINUOUS GUSS. CONN. " (SINGLE BRACE) NTS NOTE: WP. Io END OF BRB d BRB LENGTH TO BE PROVIDED BY STAR SEISMIC B CTR'D SUIT N. 0511 S OD DR PH.N : ARSEISNIIC.NET Star O PSUITE HARK CRY, UTB40SB FM1d36655OTT32p CORNER GUSSET SCHEDULE Lower Brace Upper Brace Gusset L3 L L3 U Total L3 W3 L5 W7 Number PCMK Number PCMK Thk (in) 1 BWC273a 2 BWC263a 3/4 39 36 75 5/16 27 5/16 3 BWC273b 4 BWC263a 3/4 39 36 75 5/16 28 5/16 5 BWC273b 6 BWC263a 3/4 39 36 75 5/16 28 5/16 7 BWC273b 8 BWC263a 3/4 37 36 73 5/16 27 5/16 9 BWC137a 10 BWC126a 5/8 38 38 76 1/4 24 5/16 11 BWC137b 12 BWC126b 5/8 37 39 76 1/4 23 5/16 13 BWC137b 14 BWC126b 5/8 37 39 76 1/4 23 5/16 15 BWC137a 16 BWC126c 5/8 38 38 76 1/4 24 5/16 17 PB305a 18 PB294a 1 1/4 30 27 57 7/16 23 5/16 19 PB305a 20 P13294a 1 1/4 31 27 58 7/16 23 5/16 21 P13305a 22 P13294a 1 1/4 31 27 58 7/16 23 5/16 23 PB305a 24 PB294a 1 1/4 30 27 57 7/16 23 5/16 25 BWC221a 26 BWC200b 3/4 37 38 75 1/4 25 5/16 27 BWC221a 28 BWC200b 3/4 37 38 75 1/2 25 5/16 29 BWC221a 30 BWC200b 3/4 37 38 75 1/4 25 5/16 31 BWC221a 32 BWC200a 3/4 37 38 75 1/4 1 25 5/16 33 PB609a 34 PB546b 1 1/4 45 42 87 9/16 31 5/16 35 PB609a 36 PB546a 1 1/4 45 40 85 9/16 31 5/16 2 BWC263a - 3/4 _ _ 47 5/16 29 5/16 4 BWC263a 3/4 45 5/16 27 5/16 6 BWC263a 3/4 45 5/16 27 1 5/16 8 BWC263a 3/4 43 5/16 28 5/16 10 BWC126a 5/8 43 1/4 24 5/16 12 BWC126b 5/8 42 1/4 24 5/16 14 BWC126b 5/8 42 1/4 24 5/16 16 BWC126c 5/8 43 1/4 24 5/16 18 PB294a 1 1/4 36 3/8 23 5/16 20 PB294a 1 1/4 36 3/8 23 5/16 22 PB294a 1 1/4 36 3/8 23 5/16 24 PB294a 1 1/4 36 3/8 23 5/16 26 BWC200b 3/4 45 5/16 25 5/16 28 BWC200b 3/4 49 1/4 25 5/16 30 BWC200b 3/4 49 1/4 25 5/16 32 BWC200a 3/4 47 1/4 25 5/16 34 PB546b 1 1/4 53 1/2 30 3/8 36 1 P13546a 1 1/4 52 1/2 30 3/8 BRB CONNECTION SCHEDULE MS NOTES: 1, ALL GUSSET PLATES ARE TO BE A5T2-GR50 2. WHERE STIFFENER IS REQUIRED AT BOTH UPPER AND LONER CONNECTIONS, LOCATE THE STIFFENER AT TOE OF SHORTER WELD LENGTH. 4 3. MUDS INDICATED WITH TO BE INCREASED IF NEEDED TO MEET AWS MIN REOUIREMENTS. 4. ALL GUSSET PLATES, STIFFNERS, AND CLIP ANGLES PROVIDED BY STEE L CONTRACTOR. "Star-Selsmic 53W N SAGEWOOD DR WWWSTARSEISMC.NET SURE H #511 PHONE: 1.I3&W"222 PARK CITY UT$409d FAX: 1I06 56-0013 NAME. 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IIN b m b m b m ¢ N N N N N N N N N N N N N N N N N n 17 n to n (] n 11 NI N NI N M N N N n n EN N N N N N N N N N N N N N N N N N N N N N N ry N N N N N N N N N N N N r N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N .o n �c ice m... m �n moo.... m�eme mm �n �c mmiv �o in is inm mic in is �o in in LL ¢ �N N N N N N N N N N NN N N N N N N1; m li mI �i lim li m 141141 16li nn E °1 mlm NeN n n W m o 6 6 0 6 6 0 0 6 0 0 0 0 0 0 0 0 0 0 6 6 o c o c o c o 6 0 0 6 6 0 0 6 m 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ry N ry N ry N N ry N N ry N N ry N N N K K C C C K K K C K R K K K K K K K � �"mmm¢'"�o'rva�tio< o�mm'^a�'o�rvad�tidam " oaa°°�m¢aaaa� N�-�oaoo�mmaaaaa�NNN S t a r 04- es mic STAR SEISMIC WILD CA f m BUCKLING -RESTRAINED BRACES Appendix D Typical Example Calculations Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarF),,.e1*, STAR SEISMIC BOLTED WILDCAT TM BUCKLING -RESTRAINED BRACES Part 2 Stiffness & Overstrength Factor Analysis & Engineer's Data Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Brace and Bay Information: Brace #1, Piecemark BWC273a, Q/11-10 Bay, 1-2 elevations, Rise = 493.44in, Run = 284.13in, Lgus—gus = 481in LWP—WP = 569.39in, Lbrace = 512in ASC = 6.5in2 —� (2) • 0.75in x 4.33in A36 cores Sample Elevation Commentary on Stiffness and Brace Design Methods: In analyzing a BRB frame, it is important that the stiffness of the model matches the stiffness of the stiffness of the braces. However, this can be achieved many different ways. The standard stiffness equation is: EA K = — L For the model to match the stiffness, any A, E, or L may be used, as long as the final Kmodel matches the brace stiffness Keff. Usually, a stiffness factor KF is used to model the correct stiffness of the brace and this stiffness factor is shown on the design documents: Kmodel = KF EAsc LwP—wP Any combination of KF and A can be used to obtain Keff, and the model area need not match the steel core area to obtain a matching stiffness. Kmodel = Keff = KF LA -► KFl EA, = KF2 EA2 = KF3 EA3 = KF4 EA4 ... When the braces in a model are stiffer or softer than the actual BRB braces, either the model can be adjusted and re -analyzed to correctly reflect the brace stiffness, or the brace can be stiffened or softened to match the model. KFmodelAmodel = KFbraceAbrace Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSels. Ic The brace can be stiffened by adding area to the core, or softened by reducing the core area. Therefore, even though the modeled area is not the same as the design core area, the brace has the same stiffness as what has been modeled and has met the design intent. When using this approach, the final core area used will require a separate check to make sure that the brace meets the minimum strength requirements of the code at the minimum Fy specified on the design documents. However, there is another way to stiffen up the braces, to reduce the length of the yielding core. When this is an option it will increase the stiffness factor of the brace by reducing the length of the yielding segment of the brace. (Increase in Keff). Stiffness Evaluation: 41 Stiffness Segments Ll = 15.5in, L1.add = Oin, Lov = 15.5in, LAC = tin, tend pl = 0.5in, Stroke = 4.75in, tmud pl = 0.25in, Linside.c = 10in, Lradius = 6.84in Lel = Linside.c + tmud pl + Stroke + tend pl + LGC + Lov = 10in + 0.25in + 4.75in + 0.5in + 1in + 15.5in = 32in bysc = 4.33in, bunred = 10in Yielding Segment Stiffness: LyZ = Lgus—gus + 2(Lov — Lei — Lradius) = 481in + 2(15.5in — 32in — 6.84in) = 434.32in Asc = #strandtstrandbysc = 2 • 0.75in • 4.33in = 6.5in2 EAsc _ 29000ksi • 6.5in2 Kcore = LyZ 434.32in = 434kip/in Elastic Segment 1 Stiffness: Lesl = Linside.c = 10in Aesl = #strandtstrandbunred = 2 • 0.75in • 10in = 15in2 EAesl _ 29000ksi • 15in2 Kesl = L 10in = 43500kip/in esl Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star 3--e"ESIAMIC Elastic Segment 2 Stiffness: Lest = Lel — Les1 — Lov — Lcc = 32in — 10in — 15.5in — 1in = 5.5in Aes2 = #strandtstrandbunred = 2 ' 0.75in • 10in = 15in2 _ EAes2 _ 29000ksi • 15in2 Kest L 5.5in = 79091kip/in es2 Elastic Segment 3 Stiffness: Lov 15.Sin Les3 = 2 + LAC = 2 + 1in = 8.75in Aes3 = *strand tstrand (bunred — tgus — 1/8 In — #boltpltbolpl) + #boltpltbolplbbolpl = = 2 •0.75in • (10in — 0.75in — 1/8 in — 2 •0.5in) + 2 • 0.5in • 10in = 22.19in2 EAes3 _ 29000ksi • 22.19in2 Kes3 = L 8.75in = 73536kip/in es3 Core Transition Segment Stiffness: Lradius = 6.84in Asc + Aes1 6.5in2 + 15in2 2 Acore trans = 2 = 2 = 10.75in EAcore trans _ 29000ksi • 10.75in2 Kradius = L 6.84in = 45592kip/in radius Connection Segment Stiffness: Connection Segment of Gusset plate Consider Rigid so Kconn = 0 The Effective stiffness can be calculated: 1 Keff = 1 2 2 2 2 Kcore Kradius Kesl Kes2 Kes3 Keff = 1 2 21 2 2 = 409kip/in 434kip/in + 45592kip/in + 43500kip/in + 79091kip/in + 73536kip/in The stiffness based on the specified area of steel extending from WP-WP: EAwp—wp — 29000ksi • 6.5in2 Kwp—wp Lwp—wp 569.39in = 331kip/in Keff 409kip/in = KFprovided - 331ki in _ 1.23 K wp—wp p/ SEOR stiffness factor used = 0 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 5' tarZ,4p--- eiamic 0.95 < 1.03 = 0 < 1.05 so brace stiffness is within +5% required. Determination of Overstrength Factors: Determination of the brace elongation given the inter -story drift: Elongation to the code -required 1% inter -story drift. Brace elongation (A,,,,) can by conservatively accomplished per the diagram below and the following equations: AM Runlam .-.,...,._.Y1 Abm.= L2 — Ll = Rise2 + (Run + AM)2 — Rise2 + Run2 Abm.= (493.44in)2 + (284.13in + 4.93in)2 — (493.44in)2 + (284.13in)2 = 2.48in Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 S t a 6- - - ei;ea ; mi C Elastic Elongation Approach to Brace Elongation: Where the engineer provides the service load in the brace, elongation of the brace can be given by the relationship: Pdri f t Obs= K core Where Pdrifr does not include p, I, or � (service, drift level). This value is best when obtained from the engineer, but may be conservatively calculated as: P. 228kip Pdri f t C Pi = 1 1.25 _ 183kip Note that this value is conservative, since the DCR of the brace is usually less than 1.0 and the drift force levels do not have a cap on Ta. The most sever strain will occur at the stiffness corresponding with Fy-max material selection, since the yielding core length will be the shortest in order to compensate for a lower core area. Pdrift _ 183kip Obs= 0.42in Kcore 434kip/in Abm= CdAbs= 5 • 0.42in = 2.1in Using the governing Brace elongation the strain is calculated with the following equation. _ 2Abm _ 2-2.48in _ Ebm 1.14 Lyz 434.32in The equations for w and (oR derived from testing of the Wildcat braces are: w = 0.26798E + 1.0333 = 0.26798. 1.14 + 1.0333 = 1.34 cof3 = 0.45186E + 0.7691 = 0.45186. 1.14 + 0.7691 = 1.28 where E is in percent strain. Use: co = 1.4, cof3 = 1.45 Brace Minimum Capacity Analysis: Brace Yield Load is: Pysc = AscFysc.max = 6.5M2 • 46ksi = 299kip The maximum load on the casing is: Cmax = OJflPysc = 1.45. 299kip = 434kip The maximum tensile load is: 1 1.1Tmax = 1.1a)Pysc = 1.1. 1.4. 299kip = 460kip Connection Design is required to be done to the minimum force level: Ru = 1.1 C,,,,ax = 1.1. 434kip = 477kip Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 S t a r S f /, n wl 0 STAR SEISMIC BOLTED POWERCATHTM BUCKLING -RESTRAINED BRACES Part 2 Brace Strength,, Stiffness & Overstrength Factor Analysis & Engineer's Data Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Symbols Stiffness: P S t a rS # .`e"" s mi C Brace# Star Seismic reference numberfor the individual brace. Frame, Floor Brace location. Rise, Run Brace baygeometry. LWP-WP The length between the workponts Lgusset-gusset The approximate gusset to gusset distance, from the chamfer of the lowergusset to the chamfer of the upper gusset Brace Design. Brace designation on structural documents Piecemark Star Seismicpiecemark.Maybesubjecttochangeasneededasdetailingprogresses Pu/$ The minimum capacity of the brace where Pu is the code level force from the structural analysis, LRFD Analysis UNO. Aspec Core area specified by the engineer. Asc The steel core area to be used in the brace in the yielding core section, sized either for the strength criteria orfor stiffness Fysc.min Specified minimum yield stress of the type ofsteel being used. Pysc min Minimum anticipated yield of the brace Fysc.max Specified maximum yield stress of the type ofsteel being used. Pysc max Maximum anticipated yield of the brace p Redundancyfactor. Pdri ft The imposed load in the brace at a service level for determination of elongation due to drift Can be conservatively taken asPu/pI and even more conservatively taken as (PA,cFysc.min/PI P/Kcore Met. Abs Elongation of the brace due to code level forcesgiven Wdrift/Kcore or more conservatively taken asParift/Keff Abm Brace elongation due to the Design Story Drift Ebm Strain in brace at2Abm- Aby Brace elongation at firstbraceyield. Ductility Dem. Ductility Demand - 24,nl by W Tension over -strength factor. 6)f3 Compression over -strength factor. Tmax Maximum tension force the brace can deliver. Cm. Adjusted Brace Strength or maximum compression force the brace can deliver. Ru Connection Design Force = 1.1Cmax. This is the minimum connection design capacity. LyZ The approximate length of theyielding core. Kcore Stiffness of the yielding core. Ke ff Effective stiffness of the brace. Kwp-wp The stiffness that would exist in the system if the core area Asc were to be extended from work point to work point and all other rigidities ignored. KF The recommended stiffness adjustment factors to use to adjust the modeling of the braces to account for the actual stiffness of the braces Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSdsmic Calculation: #Finpl Number ofFinplates. (PowercatllBraces) #bolts Total number of bolts. #column Number ofbolt columns on the boltpatter. Columns are parallel to the force. #conpl Number connection plates. (Bolted WildcatBraces) #row in Number ofboltrows. Ifboltpattern is staggered, the inner bolt rows are situated close to the strand. #row out Ifboltpattern is staggered, the outer bolt rows are situated far to the strand. #strand Total number ofFlat Bars to be used in the brace. (Strand) #we Number of welds Ae Effective net area. Aes Elastic segmentarea. A Gross area ofinember. Ay„ Gross area subject to shear. An Net area ofinember. Ant Net area subject to tension. An„ Net area subject to shear. Atrans Transition segment area. Aw Effective area ofthe weld. Awp_wp Area used in the model between workpoints Cd Deflection amplification factor. E Modulus ofelasticity ofsteel. FExx Electrode classification number. Fc, Critical stress Fe Elastic critical buckling stress Fu Specified minimum tensile strength. Fvsc G Gage between boltpatterns Gage is perpendicular to the force. Kconn Stiffness ofthe connection segment Kes Stiffness ofthe elastic segment Kmodel The estimated stiffness ofthe brace in the engineer's model asgiven in the contract documents or direcdyfrom the engineer. Ktrans Stiffness ofthe transition segment Ll Overlap between gussetplate and the brace. LGC Distance between the gusset edge and collar endplate La1e Average ofthe three whitmorelengths Lbrace Total length ofthe brace. Brace end to brace end. Lc Clear distance, in the direction ofthe force, between the edge ofthe hole and the edge ofthe adjacent hole or edge ofthe material Lel Totallength ofthe elastic segments Les Length ofthe elastic segment Lgt Gross length subject to tension. Linside-f Fin plate length inside the casing Lnt Net length subject to tension. Lo„ Overlap length between strand andgussetplate. (Bolted Wildcat, Powercatlt Braces) Lslot.Fin pl Slot length on Fin plate (Po wercatlt) Lslot.strand Slotlength on Strand. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 S t a K-,-;� i,a m E, C Ltrans The length of the transition segment Lwhitm Whitmore length. Pn Nominal axial strength. U Shearlagfactor Ubs Reduction coefficient, used in calculating block shear rupture strength Wfin Fin plate width (Po wercatll) awe Fillet weld size. awpip Partial -joint -penetration weld size. bunred The width of the strand outside oftheyieldingcore segment bysc The width of the strand at the yielding core segment el Distance from the center ofbolt to the edge oftbe Fin/Boltplate parallel to the force. eZ Distance from the center ofbolt to the edge of the Fin/Boltplate perpendicular to the force. e3 Distance from the center ofbolt to the edge of the Gussetplate parallel to the force. gl Distance of the inner column and outer column is the bolt -pattern is staggered. (gage) tFin pl Thickness of Me Fin plate. (Powercatll Brace) tcon pl Thickness of Connection plate. (Bolted Wildcat Brace) tend pl Thickness of the Endplate. tgusset Thickness of the Gussetplate, tmud pl Thickness of the Mud plate. tstrand Thickness ofindividual strand. WCon pl Width of the Connection plate. (Bolted Wildcat Brace) WFin pl Width ofthe Fin plate. (Powercatll Brace) Wout our Total width of the strand. If braceshas multiple module strand out to outdistance between modules Wslot.Fin pl Width of the slot on the Fin plate. Wslotstrand Width of the slot on the Strand. Wwhitm Whitmore width. (P Resistance factor. Obolt hole con pl Bolt bole on the Connection plate. (Bolted Wildcat Brace) (Pbolt hole Fin pl Bolthole on the Fin plate. (Powercatll Brace) (Pbolt hole gusset Bolthole on the Gussetplate. 'Pbolt Bolt diameter. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Brace and Bay Information: Brace #17, Piecemark PB305a, A/9-10 Bay, 1-2 elevations, Rise = 365.94in, Run = 273in, Lgusset—gusset = 386in LWP—WP = 456.55in, Lbrace = 412in ASC = 7.25in2 -� (1) • 1in x 7.25in A36 cores (2) • tin x 9in Fin plate S t a rl, S el s mi C 5100.00 AAA a P � el it Sample Elevation 917 .IL 4 SPAA * 75 506 �� € 300 ? 138 oNN rc'a-� 10 PREP 2 ,--26.5 RADIUS a 04 42 y PRE{RE GE-� 12 12 723 (PREP) 12 12 NO PREP 25 182 735 Brace Connection Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Stiffness Evaluation: Connection Stiffness Segments AMMhk ICo i.. Ll = 13in, Lo„ = 6.5in, Stroke = 4in, Linside-f = 14.75in, tmud pi = 0.25in Lei = Linside-f + tmud pi + Stroke + Lo„ = 14.75in + 0.25in + 4in + 6.5in = 25.5in bysc = 7.25in, bunred = 7.25in, Yielding Segment Stiffness: Lyz = Lgusset-gusset + 2(Lov — Lei) = 386in + 2(6.5in — 25.5in) = 348in Asc = #strand tstrand bysc = 1 . lin • 7.25in = 7.25in2 EAsc _ 29000ksi • 7.25in' Kcore = L 348in = 604kip/in Yz Elastic Segment 1 Stiffness: bysc = bunred so elastic segment 1 does not exist (Less = Oin) Elastic Segment 2 Stiffness: Stiffness taken to center of L1 overlap: L1/2 = 13in/2 = 6.5in < Lo„ = 6.5in so Les2 is taken to center of connection, not end of strand plate: Les2 = Lei — Ltrans — (Lo„ — L1/2) = 25.5in — 3in — (6.5in — 6.5in) = 22.5in Aes2 = Asc + #fintFinpi(wfin — #strandtstrand) = 7.25in2 + 2 • lin(9in — 1 • lin) = 23.25in2 _ EAes2 _ 29000ksi • 23.25in2 Kest L 22.5in = 29967kip/in es2 Transition Segment Stiffness: - wfin - #strandtstrand 9in — 1 • lin Ltrans — 2 . lin = 2 — lin = 3in A = Asc + Aes2 — 7.25in2 + 23.25in2 = 15.25in2 trans 2 2 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 EAtrans _ 29000ksi - 15.25in2 Ktrans - Ltrans Sin = 147417kip/in Connection Segment Stiffness: Length of upper and lower connection segments equals center buckling length of gusset plate at Whitmore Section, so Lconn.1 for the lower connection is 25.94in and Lconn.0 = 19.49in. Whitmore width is 16.39in (see gusset buckling portion of calculations). tgusset = 1.25in so Agusset = tgussetwwithmore = 1.25in - 16.39in = 20.49in2 Gusset Connection EAgusset _ 29000ksi - 20.49in2 Kconn 1 = Lconn 1 25.94in = 22910kip/in EAgusset _ 29000ksi - 20.49in2 Kconn u — L 19.49in = 30483kip/in conn u 1 K — 1 conn — 1 1 1 1 = Okip/in Kconn 1 + Kconn u 22910kip/in + 30483kip/in ... ... ... _. Connection Segment of Gusset plate Consider Rigid, so Kconn — 0 The Effective stiffness can be calculated: Keff = 1 1+ 2+ 2+ 2+ 1 Kcore Ktrans Kest Kest Kconn _ 1 1 2 2 2 1 = 576kip/in 604kip/in + 147417kip/in + Okip/in + 29967kip/in + Okip/in The stiffness based on the specified area of steel extending from WP-WP: EAwp-wp = 29000ksi - 7.25in2 Kwp-wp Lwp_wp 456.55in = 461kip/in Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 S t a r S ' P -, epa, a il' `` Keff 576kip/in _ = KFprovided = 461ki 1n 1.25 K wp—wp p/ SEOR stiffness factor used = 0 0.95 < i.os = 0 < 1.05 so brace stiffness is within ±5% required. Determination of Overstrength Factors: Determination of the brace elongation given the inter -story drift: Elongation to the code -required 1 % A,,,, drift can be determined with the following equations. brace can by conservatively accomplished per the diagram below and the following equations: Obm= L2 — Ll = hsx2 + (L + Am)2 — hSX2 + L2 Abm= (365.94in)2 + (273in + 3.66in)2 — (365.94in)2 + (273in)2 = <Dbm> 20bm 2'<Dbnt> £b"` — 1.26 Lyz 348in Elastic Elongation Approach to Brace Elongation: Where the engineer provides the service load in the brace, elongation of the brace can be given by the relationship: _ pdrift Obs K core Where Pdfirt does not include p, I, or � (service, drift level). This value is best when obtained from the engineer, but may be conservatively calculated as: pu pdrift < PI = Note that this value is conservative, since the DCR of the brace is usually less than 1.0 and the drift force levels do not have a cap on Ta. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 The most sever strain will occur at the stiffness corresponding with Fy-max material selection, since the yielding core length will be the shortest in order to compensate for a lower core area. _ Pdrift Abs K core Obm— CdAbs= 20bm 2.2.20 £bm _ Lyz 348in — 1.26 The equations for co and (op derived from testing of the Powercat I1 braces are: to= �W+ = •1.26+ =1.13 yvp «'" where t= is in percent strain. Use: w = 1.4, co f3 = 1.45 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Brace Minimum Capacity Analysis: Brace Yield Load is: Pysc = AscFysc.max = 725M2 • 46ksi = 334kip The maximum load on the casing is: Cmax = (OflPysc = 1.45. 334kip = 484kip The maximum tensile load is: 1.1Tmax = 1.10JPysc = 1.1. 1.4. 334kip = 514kip Connection Design is required to be done to the minimum force level: Ru = 1.1 Cmax = 1.1. 484kip = 532kip Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 S t a r S, % map E, STAR SEISMIC BUCKLING -RESTRAINED BRACES Part 3 Casing Capacity 1100 Casing Design Methodology Verification Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Casing Capacity: Brace #1, Piecemark BWC273a, Casing follows Euler's Buckling Equation: Casing Size: HSS12xl2x5/8, Imin = 548in4 Ir 2 Ei Ir 2 - 29000ksi • 5480 4)P,r = 0.85 L 2 = 0.85 (512in)2 = 508.58kip brace OPcr = 508.581dp> Cmax = 434ft OK Casing Design Methodology Verification: The Wildcat and Powercat series of brace and sub -assemblage testing were performed in accordance to AISC 341 requirements. For most braces, this testing was extended beyond the requirements of AISC 341. However, none of the testing used to qualify the Wildcat and Powercat braces experienced the limit state of failure by global buckling of the casing. One early test on a concept brace did experience buckling, and this buckling was predicted by Euler's buckling equation. Consequently, Star Seismic uses this equation to define the limit state of buckling of the casing. HSS Casing Capacity Example: WC250B Brace 1 test from U of U Aug. 27, 2007 report: Casing Size: HSS12x6x3/8, Imin = 72.9in4 rc2E1 IT2 • 29000ksi- 72.9in4 (PPcr = 0.85 L 2 = 0.85 (219in)2 = 369.79kip brace 4PPer = 369.79Idp < 414Map - Tested This casing design would not be allowed in a Star Seismic brace design, yet performed well during testing. A total of four tested braces and two concept braces exceeded the criteria used by Star Seismic in design of the BRB braces and have adequately justified the use of the proposed methodology as being more conservative than what was justified by testing. See analysis of tested braces on following page. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star S-, 9'rsmElc Comparison of Shell Design Capacities vs Tested Loads for Test Braces Powercat Braces Tested Casing (Module) Length n2El/L2 Euler's Pmax/Pn DCR Test Test Brace PYSC Pmax Shell Size Quantity Imin (in) Pn Ratio Pmax/fn UCSD 1 PC160 159.4 345 HSS12x10x3/8 1 234 252 1054.7 0.33 0.38 UCSD 2 PC250 250.1 523 HSS12x10x3/8 1 234 252 1054.7 0.50 0.58 UCSD 3 PC350 350.3 599 HSS12x10x3/8 1 234 252 1054.7 0.57 0.67 UCSD 4 PC500 500.1 980 HSS12x10x3/8 1 234 252 1054.7 0.93 1.09 0.59 UCSD 5 PC750 (dbl) 749.7 1508 HSS12x8x1/2 2 666 252 3001.7 0.50 UCSD 6 PC750 (trpl) 750.3 1516 HSS12x8xl/2 3 1123 252 5061.5 0.30 0.35 HSS 12x 12x 1 /2 UCSD 7 PC1200a (trpl) 1198.3 1923 HSS12x8x1/2 3 1123 252 5061.5 0.38 0.45 HSS12xl2xl/2 UCSD 8 PC1200b (qd) 1202.0 1867 HSS12x8xl/2 4 1813 252 8170.5 0.23 0.27 MSJ 1 PC110OA-1 1098.0 2107 HSS12x8x3/8 3 786 252 3542.6 0.59 0.70 MSJ 2 PC1100B-1 1098.0 2008 HSS12x8x1/2 3 999 252 4502.6 0.45 0.52 MSJ 3 PC1000A-1 989.5 1947 HSS12x12x5/16 2 608 252 2740.3 0.71 0.84 LION 10 PC798a 1 782.8 1603 HSS12.75x0.375 1 262 205 1784.4 0.90 1.06 Wildcat Braces PYSC Tested Pmax Shell Size Casing Quantity Imin Length (in) n2El/L2 Euler's Pn Pmax/Pn Ratio DCR Pmax/f n Test Test Brace Br 1 Br 2 Br 1 Br 2 Br 1 Br 2 Br 1 WC150B WC150C WC250B WC250C WC500C WC500B IWC780 152.1 152.1 229.4 229.4 458.9 458.9 1 778.8 277 348 414 437 713 693 1 1122 HSS12x6x3/8 HSS12x8x3/8 HSS12x6x3/8 HSS12x8x3/8 HSS12x8x3/8 HSS12xl2x3/8 1 HSS12x8x3/8 1 1 1 1 1 1 1 2 72.9 140 72.9 140 140 357 1 524 219 219 219 219 219 219 219 435.0 835.5 435.0 835.5 835.5 2130.5 1 3127.1 0.64 0.42 0.95 0.52 0.85 0.33 1 0.36 0.75 0.49 1.122 0.62 1.00 0.38 1 0.42 Early Test Series (Final brace concept design revised for final Wildcat brace design) PYSC Tested Pmax Shell Size Casing Quantity Imin Length (in) 7r2El/L2 Euler's Pn Pmax/Pn Ratio DCR Pmax/fn Test Test Brace Series 1 Series 1 Series 1 WC75 WC150 IWC250 75.0 150.0 1 250.0 181.17 253.69 1411.381 HSS6x6xl/4 HSS12x6x3/8 HSS12x6x3/8 1 1 1 28.6 72.9 72.9 219 219 219 170.7 435.0 435.0 1.06 1.25 0.58 0.95 0.69 1.11_ WC75 test is only test noted herein where buckling of the casing occurred. Braces listed with DCR ratios exceeding 1 would not be accepted for design on projects based on Star Seismic design practices. Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 P STAR SEISMIC BOL TED WILD CA T TM BUCKLING -RESTRAINED BRACES Part 4 Brace Connection Evaluation Star Seismic, LLC. 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 The following example is using the below variables: AREA: 8.5 in' Fymin=38ksi Fymax=46 ksi co = 1.35 Brace Yield Load is: Pysc = AscFysc.max = 8.5M2 • 46ksi = 391kip The maximum load on the casing is: Cmax = ojflPysc = 1.4. 391kip = 536kip The maximum tensile load is: 1.1Tm,ax=l.lcoPysc= 1.1.1.35.391kip=581kip c)f3 = 1.4 Connection Design is required to be done to the minimum force level: Ru = 1.1Cmax = 1.1. 536kip = 589krp BRACE CONNECTION DESIGN 1) Net Section Ratio Asc #strand tstrand Wstrand 0.550.6 8.5ir� 2• Iin• 8.5in 2) Net section Capacity Tensile Yield TENSILE YIELD CAPACITY Pn = FyAg (Pt = 0.9 Ag.strand = #strandtstrand(Wstrand — Wslot.strand)=2• Iin• (8.5in— 23/8in) = 12.25in2 Ag.Con pl = #Con p1 tCon pl WCon p1=2' 1/2in • 10in = 25 in OFuAe = (Pt(Fy.strandAg.strand + Fy.Con plAg.Con pl) = 0.9(38ksi • 12.25 in + $0ksi • 25in2) = 532.88 11114 (D2-1) (PRnAdd=MIN(Conn to Strand, strand to end plate, Conn to End Plate, 15016*1.1 TmaxLimit) :Shown in Part 7 ofcalculations: ORnAdd=MIN(701.6, 142, 233.88, (1$*1.1 *580.64)) = 87.1 OhPn = 532.9+87.1= 620> R. = 589k(p OK E Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 3) Net section Capacity Tensile Rupture TENSILE RUPTURE CAPACITY Pn = F.A, (D2-2) (Pt = 0.75 Ae.strand = U#strandtstrand(Wstrand — wslot.strand) = 1. 2. Iln (65in-23/8in) = 12.25in2 Ae.Con pl = U#Con pl tCon pl [WCon pl — #columns (0bolt.hole +l 1/16)in)] = 1 • 2. 1/2in • [1Oin — 2 • (13/16in + (1/16)in)I = Oiri2 (PtPn = min[(PRn.Con pl to Strand) (Pt (FustrandAe.strand + Fu.Con plAe.Con plA + mi n((PRnStrand to End pl, (PRn.Con pl to End pl) = min[701.63kip,0.75• (58ksi • 12.25in2 + 65ksi • Oin2)] + min(233.88kip,142kip) = 619.97kip OtPn = 619.97kip Z 1. 1Tmax = 581k[p 4) Shear Yielding OK SHEAR YIELDING Rn = 0.6FyAg (M-3) (P=1 Ag = 20Con pltCon pl (Li + Lgc) = 2 -2 • 1/2in(16in + 2in) = 36in2 (PRn = `PO.6Fy.con p1Ag = 1 • 0.6 . 50ksi • 36in2 = 1080kip (PRn = 1080kip Z R. = 589kip 000; 0 0 a____.._. 7 5) Shear Rupture OK SHEAR RUPTURE Rn = 0.6FuAn„ (M-4) (P = 0.75 Anv = 24ConpltConpl[L1 + Lgc — #row.inner((Obolt.hole + (1/16)in)] _ = 2 • 2 • 1/2in • [16in + 2in — 5 • (1 3/16in + (1/16)in)] = 23.5in2 (PRn = 1P0.6Fu.FinplAnv=0.75 • 0.6 • 65ksi • 23.5in2=687.38kip ORn = 687.381dp Z R. = 589ldp 6) Block Shear From Bolts BLOCK SHEAR RUPTURE Rn = 0.6FuAnv + UbsFuAnt < 0.6FyAg„ + UbSFuAnt 04-5) 0 = 0.75 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 OK StarS-eI"(Zt'.,wr- :..; Lgv = el + (#row.inner — Ms = 2in + [5 — 113in = 14in Agv = (2)4tConp1tConplLgv = (2) • 2 • 1/2in • 14in = 28in2 Lnv = Lgv — (#row.inner — 0•5)(Obolt.hole + (1/16)in) = 14in — (5 — 0.5) • (1 3/16in + (1/16)in) = 8.38in Anv = (2)4ConpltconplLnv = (2) • 2 • 1/2in • 8.38in = 16.75in2 Lgt = 2e3 = 2 • 2in = 4in Lnt = Lgt — (Obolt.hole + (1/16)in) = 4in — (1 3/16in + (1/16)in) = 2.75in Ant = 4tConpltconplLnt=2. 1/2in • 2.75in = 2.75in2 ORn = P(0.6Fu.Con p1Anv + UbsFu.Con plAnt < 0.6Fy.Con plAgv + UbsFu.Con plAnt) = 0.75 • (0.6. 65ksi • 16.75in2 + 1 • 65ksi • 2.75in2 < 0.6 • 50ksi • 28in2 + 1 •65ksi • 2.75in2) = 624kip ORn = 6241ip > 1.1T,na, = 581kip 7) Assembly Welds a) Connection Plate to Strand OK WELD METAL RUPTURE Rn = 0.6FExxAw (J2-3) (P=0.75 FExx = 70ksi Awe = #we (Ll + Lgc)1 we= 4 • (16in + 2in)16nf2- 22.27M2 (PRn.Con pl to strand = (P0.6FExxAwe = 0.75 • 0.6 . 70ksi • 22.27M2 = 701.63kip ORn = 701.63kfp > R. = 5891ap To develop: 16,V2 ' Fu.Con pi ' Icon pl 16v 2 ' Fu.strand ' tstrand _ aw.dev = min , FEXx FExx ) 16� • 65ksi • 1/2in 16� ) • 58ksi • 1in _ 10.51in = min 70ksi 70ksi aw..dev = 10.511n > awe = 71n OK Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Bolt Plate to Strand b) Connection Plate to End Plate WELD METAL RUPTURE Rn = 0.6FEXXAw (J2-3) (P = 0.75 FEXX = 70ksi awe Tin Awe = #we (WCon pl — #strand ' tstrand) 16-\F2 2 • (10in — 2. tin) 16V-2- 4.95M2 ORn.Con pl to End pl = (P0.6FEXXAwe (1 + 0.5 sin(90°)1.5) = 0.75 •0.6. 70ksi- 4.95iM2 • (1 + 0.5 sin(90°)1.5} = 23388idp To develop: (16,F2 ' Fu.Con pl ' Icon pl 16y 2 ' Fu.End pl ' tEnd pl _ aw.dev = min , FEXX FEXX ) 16� • 65ksi • 1/2M 16,5 • 58ksi • 1/2in = min 70ksi 70ksi ) = 9.37in aw..dev = 937in > awe = 7in Bolt Plate to End Plate c) Strand to Backside End Plate WELD METAL RUPTURE Rn = 0.6FExxAw (P = 0.75 FEXX = 70ksi Awe = #wewstrand awe = 2' 8.5in 41M = 3.01in2 16� 16� `PRn.Strand to End pl = 00.6FExxAwe(1 + 0.5 sin(90°)1'S) = 0.75. 0.6 - 70ksi • 3.01iM2 • (1 + 0.5 sin(90°)1.5) = 142kp (J2-3) Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star,S�eksrr-Elc To develop: aw.dev min 16V t. ' Fu.strand ' tstrand 16V 2 • Fu.End pl ' tEnd pl _ =l FExx FExx l / min 16� 58k5i • 1in 16• 58ksi • 1/2in) _ 9 37in = I 70ksi 70ksi � aw..dev = 9.37in > awe = 41n (PRn.Total = (PRn.Con pl to Strand + min((PRn.Con pl to End pl)'PRnStrand to End pl, 0.15 ' 1.1Tmax) _ = 701.63kip + mi n(233.88kip,142kip, 0.15 •581kip) = 788.72kip 4'Rn.Totai = 788.721dp > Ru = 589kip 8) Bolt Holes Bearing Capacity BEARING STRENGTH AT BOLT HOLES OK Strand to Backside End Plate Rn = 1.2LctFu < 2.4dtFu (J3-6a) (P = 0.75 In Gusset Plate Edge: Lc.E.in = e2 — 0•50bolt.hole.gusset = 2in — 0.5 • 1 5/16in = 1.34375in (Rn.E.in.Gussetpl = min ((P 1. 2 Lc.E.in 'gusset Fu.gusset, 02.40bolttgussetFu.gusset) _ = min(0.75. 1.2. 1.34375in • 1 1/4in • 65ksi3O.75 • 2.4. 1 1/8in • 1 1/4in • 65ksi) = 98.262kip Lc.Int = S — Obolt.hole.gusset = 3in — 1 5/16in = 1.69in (PRn.Int.Gusset pl = min((1.2 • Lc ' tgusset ' Fu.gusset, (P ' 2•4 ' bolt * tgusset ' Fu.gusset) = min(0.75 • 1.2 • 1.69in 1 1/4in • 65ksi3O.75 • 2.4. 1 1/8in • 1 1/4in • 65ksi) = 123.4kip In Connection Plate Edge: Lc.E.in = el — 0•50bolt.nole = 2in — 0.5. 1 3/16in = 1.41in (PRn.E.in.Con pl = min(o • 1.2 • Lc.in ' #Con pl ' tCon pl ' Fu.Con pi, (P ' 2•4 - Obolt ' tcon pi - Fu.Con pl) _ = min(0.75 • 1.2 • 1.41in • 2 • 1/2in • 65ksi3O.75 • 2.4. 1 1/8in • 1/2in • 65ksi) = 82.27kip LC = S — Obolt.hole = 3in — 1 3/16in = 1.81in Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star 8to-da-it 'II (PRn.Int.Con pl = min(o • 1.2 ' Lc ' t.Con pl ' Fu.Con pl,' ' 2•4 ' Obolt ' t.Con pl ' Fu.Con pl) = = min(0.75 • 1.2 • 1.81in • 2 1/2in • 65ksi3O.75.2.4 1 1/8in • 1/2in • 65ksi) = 106.03kip Summary: (PRn.in.First = min((PRn.E.in.Con pl) `l'Rn.Int.Gusset pl) = min(82.27kip,123.4kip) = 82.27kip (PRn.Interior = min((PRn.Int.Con pl) `pRn.Gusset pl) = min(106.03kip,123.4kip) = 106.03kip ORn.in.Last = min((DRn.E.in.Gussetpl)(DRn.E.in.Conpl) = min(Okip,82.27kip) = 98.26kip Total: ORn = [2(Rn.in.First + Rn.in.Last) + 2(4row.inner +—(2))Rn.Interiorl _ = [2(82.27kip + 98.26kip) + 2(5 - (2)) • 106.03kip] = 997.24kip ORn = 997.241dp ;-> Ru = 5891dp OK 9) Bolt Slip Critical Ru slip crt. = min(Ru, 2.5Pu) = min(589k1p, 2.5.290.7kip) = 46.1kip (PRn = #boltsRslip crt = 10 •46.1kip = 461kip ORn = 4611dp Z Pysc max = 8. 5 * 46 = 391 OK 10) Standard Bolt Shear Capacity (PRn = #boltsFvsc = 10. 125kip = 1250kip ORn = 1250ldp �: Ru = 5891ip OK 11) Gusset Plate Block Shear From Bolts BLOCK SHEAR Rn = 0.6F.Anv + UbsFuAnt < 0.6FyAgv + UbsFuAnt (J4-5) RUPTURE 0 = 0.75 Lgv = e2 + (#row.inner - (1, )s=2in + (5 - (1)) • 3in = 14in Agv = 2tgussetLgv = 2 • 1 1/4in • 14in = 35in2 Lnv = Lgv - (#row.(inner) - 0•5)(Obolt.hole.gusset + (1/16)in) = 14in - ((5) - 0.5)•(1 5/16in + (1/16)in) = 7.81in Anv = 2tgussetLnv = 2 • 1 1/4in • 7.81in = 19.53in2 Lgt=G=6in Lnt = Lgt - 00(0bolt.hoie.gusset + (1/16)in) = 6in - (3)(1 5/16in + (1/16)in) = 4.63in Ant = tgussetLnt = 1 1/4in • 4.63in = 5.78in2 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 r� RarSeEsmic (PRn = (P(0.6Fu.GussetAnv + UbsFu.GussetAnt < 0.6Fy,GussetAgv + UbsFu.GussetAnt) = = 0.75• (0.6. 65ksi • 19.53in2 + 1 •65ksi • 5.78in2 < 0.6 ' 50ksi ' 35in2 + 1 ' 65ksi ' 5.78in2) = 853.13kip ORn = 853.131dp >- 1.1T,naX = 581kip 12) Gusset Plate Yielding or Buckling MM Recent testing has shown that a smaller interface yields a better performing system due to reduction in the loads incurred due to distortion of the frame. Gusset plates are sized by locating the edge of gusset at a minimum distance from the beam/column juncture while not compromising the Whitmore Section for buckling of the plate. FLEXURAL BUCKLING Pn = FcrA9 (E3-1) (Pc = 0.9 Lave = (Lwhitm.1 + Lwhitm.2 + Lwhitm.0/3 = (21.45in+ 9.67in+ 13.08in)/3 = 14.73in Wwhitm = G + 2(#row.inner - 1)s ' tan(30°) = 6in+ 2 ' (5 - 1) ' 3in' tan(300) = 19.86in Ag = wwhitmtgusset = 19.86in • 11/4in = 24.82in2 kllr = 0.65Lave t ss = 0.65. 14.73in' 1 114in = 35.666 gusset IT 2 E Ir 2 29000ksi Fe _ (kl I Z (35.666)2 = 225ksi �r _ Fe=225ksi> 0.44•Fy,gusset = 22ksi Gusset Classification = Extended (a) When Gusset Classification = Compact -4 Fcr = Fy.gusset Fy.gusse[ (b) When Fe >- 0.44Fy,gusset Fcr = [0.658 Fe Fy,gusset (c) When Fe < 0.44Fy,gusset Fcr = 0.877Fe (b) Fr = 45.6ksi 'Pc Pn = 'Pc FcrAg = 0.9' 45.6k5i' 24.82in2 = 1017.73kip 0A, = 1017.731dp Z Ru = 589Mp OK 13) Gusset Plate Net Section TENSILE YIELD CAPACITY Pn = FyAg (D2-1) Ot = 0.9 Ag = wwhitmtgusset = 19.86in • 11/4in = 24.82in2 OtPn = OtFy.gussetAg = 0.9. 50ksi • 24.820 = 1116.92kip 'PtPn = 1116.92HPp ! 1.1Tmax = 581kip OK Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 m STAR SEISMIC BOLTED PO WERCA T H TM BUCKLING -RESTRAINED BRACES Part 4 Brace Connection Evaluation Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarS,,"E VVIRC Brace Connection Evaluation: 1) Net Section Ratio Asc #strand tstrand wstrand 1<1 7.25M2 =1 1. 1in • 7.25 2) Gross Section Yield Capacity TENSILE YIELD CAPACITY Pn = FyAg Ot= 0.9 Ag.strand = #strandtstrand(wstrand - wslot.strand)=I • Iin• (7.25 - 13/8in) = 5.88in2 OK (D2-1) Ag.Fin pl = #Fin pI tFin pl (wFin pl - (#strandtstrand + (1/8)in)) = 2. tin • (gin - (1 • 1in + (1/8)in)) = 15.75in2 (PPn = O(Fy.strandAg.strand + Fy.Fin plAg.Fin pl) = 0.9(39ksi • 5.88in2 + 50ksi • 15.75in2) = 914.96kip Op, = 914.96kip Z 1.1Tmax = 514k7p OK 3) Net section Capacity Tensile Rupture TENSILE RUPTURE CAPACITY Pn = FuAe (D2-2) Ot = 0.75 _ [Ag.Fin pl tF pl Ag.strand 2+ 2(wstrand - tFin pl - ( 1 8)in) II(Ag.strand+ Ag.Fin pl) _ [15.75in2 tin 88in2 ll 2 • 2 + 5.2 • (7.25- Iin - (1/8)in)J1(5.88in2 + 15.75in2) = 0.52in X 0.52in U=1- =1- =0.979 Lslot Fin pl - 1/2in 25.5in - 1/2in Ae.strand = U#strandtstrand(wstrand - wslot.strand) = 0.979. 1. 1in • (7.25-13/8in) = 5.75in2 Lnt = wFinpl - (#strandtstrand + (1/8)in) - #columns(Obolt.hole+(1/16)in) = 9in - (1. 1 i n + (1/8)in) - 2• (13116in + (1/16)in) = 5.38in Ae.Fin pi = U#Fin pltFin plLnt = 0.979. 2. 1in • 5.38in = 10.53M2 (PPn = OK.strandAe.strand + Fu.Fin plAe.Fin pl) = 0.75• (58ksi • 5.75in2 + 65ksi • 10.53in2) = 763.36A!p 0 t P n = 763,36kip Z 1. 1Tim a., = 514Mp OK Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSeM.11C 4) Net section + Strand Weld Capacity Tensile Rupture TENSILE RUPTURE CAPACITY P. = FA, (D2-2) (Pt 0.75 ) 1 Ae.Finpl = U#FinpltFinpl[WFinpl — (#strandtstrand + (1/8)in) — #columns(0bolt.hole+(1116)In)] = 1 • 2• tin- [9in— (1 • tin+ (1/8)in) — 2• (13/16in+ (1/16)in)] = 10.75ir? (PPn = 'PFu.Fin plAe.Fin pl = 0.75.65ksi • 10.75in2 = 524.06kip SHEAR RUPTURE Rn = 0.6FuAnv (J4-4) (P = 0.75 Anv = Lweawe = (Lov — e2) ' [4(aWe.pJp — (1/8)in] = (6.5in — 2in) • [4•(3/8 — (1/8)in] = 4.5in2 (PRn = O0.6Fu.strandAnv = 0.75 • 0.6 • 58ksi • 4.5in2 = 117.45kip OPn.tot = OPn + (PRn = 524.06kip + 117.45kip = 641.51kip 0Pn.tot = 641.51HP> 1.1T na, = 514kip OK 0 0 0 noPPa' 5) Block Shear From Bolts BLOCK SHEAR RUPTURE Rn = 0.6FuAnv + UbsFuAnt < 0.6FyAgv + UbsFuAnt (J4-5) (1) = 0.75 a) Along Bolts Lgv = el + (#row.inner + #row.outter — 1)s = 2in+ [4+ 0— 113in = 11in Agv = 24tFin pltFin plLgv = 2 • 2 • lin • 11in = 44in2 Lnv = Lgv — (#row.inner — 0•5)(0bolt.hole + (1/16)in) = 11in — (4 — 0.5) • (1 3/16in + (1/16)in) = 6.63in Anv = 2#Fin pltFin plLnv = 2 • 2 • 1in • 6.63in = 26.5in2 L9t=2e3=2.1.5in=3in Lnt = Lgt — (Obolt.hole + (1/16)in) = 3in — (1 3/16in + (1/16)in) = 1.75in Ant = #Fin pltFin plLnt = 2 • 1in • 1.75in = 3.5in2 (PRn = (P(0.6Fu.Fin plAnv + UbsFu.Fin piAnt < 0.6Fy.Fin piAgv + UbsFu.Fin plAnt) = Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star,'Relsn Ic =0.75 • (0.6.65ksi • 26.5in2 + 1.65ksi • 3.5in' < 0.6. 50ksi • 44in2 + 1 •65ksi • 3.5in 2) = 945.75kip OR,, = 945.75kip Z 1.1T,naX = 5141dp b) Thru Fin Plate I. Lov — e2 6.5in — 2in Lgv = [Roundup. ( s )] s = [Roundup. ( 3in A 3in = 6in Agv = 2#Fin pltFin plLgv = 2 • 2 • lin • 6in = 24in2 66 in Lnv = Lgv — (LSv) (Obolt.hole + (1/16)in) = 6in — (3in) (1 3/16in + (1/16)in) = 3.5in Anv = 2#FinpltFinplLnv = 2 • 2 • lin • 3.5in = 14in2 Lgt = WFin pi = 9in Lnt = Lgt — 2(Obolt.hole + (1/16)in) = 9in — 2(1 3/16in + (1/16)in) = 6.5in Ant = #Fin pltFin plLnt = 2 • lin • 6.5in = 130 (PRn = 0 (0.6Fu.Fin plAnv + UbsFu.Fin piAnt < 0.6Fy.Fin p1Agv + UbsFu.Fin plAnt) _ = 0.75 OK • (0.6.65ksi • 14in2 + 1 • 65ksi • 13in2 < 0.6. 50ksi • 24in2 + 1 • 65ksi • 13in2) = 1043.25kip ORn = 1043.251cip � 1.1T,nax = 5141dp c) Thru Fin Plate II. Lov — e2 6.5in — 21n Lyv = [Round down ( s As = [Rounddo,n ( 3in )] 3in=3in Agv = 24FinpltFinp1L9v = 2 2 • tin • 3in = 12in2 Lnv = Lgv — (LSv) (Obolt.hole + (1/16)in) = 3in — Gin)(1 3/16in + (1/16)in) = 1.75in Anv = 24tFin pltFin plLnv = 2 ' 2 • lin • 1.75in = 7in2 Lgt = WFin pi = 9in OK Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarS.-el'smi I C [(Lov — e2) — Lgv]2 _ Lnt = Lgt — (2)(Obolt.hole + (1/16)in) — wslot.Finpl + 2 4 (G/2) = 9in — (2)(1 3/16in + (1/16)in) — 1 1/8in + 2 [(6.5in — 2in) — 3in]2= 5.88in 4 (6in/2) Ant = #Fin pltFin plLnt = 2 • 1in • 5.88in = 11.75in2 (PRn = (P(0.6Fu.Fin plAnv + UbsFu.Fin plAnt < 0.6Fy.Fin plAgv + UbsFu.Fin plAnt) _ = 0.75 • (0.6. 65ksi • 7in2 + 1 •65ksi • 11.75in2 < 0.6 • 50ksi • 12in2 + 1 • 65ksi • 11.75in2) = 777.56kip ORn = 777.56kip Z 1.1T nnax = 5141dp 41, ---------- aoo 6) Block Shear From Fin Pl. on Strand NN BLOCK SHEAR RUPTURE Rn = 0.6FuAnv + UbsFuAnt < 0.6FyAgv + UbsFuAnt (J4-5) (P = 0.75 a) Along Fin plate Lgv = LslotFinpl — 1/2in = 25.5in — 1/2in = 25in Agv = 2L9v#strandtstrand = 2 •25in•1 • Iin = 50in2 Lnv = Lslot Fin pl — 1/2in = 25.5in — 1/2in = 25in Anv = 2Lnv #strand tstrand = 2 • 25in-1. tin = 50in2 Lnt = wslot.strand + #FinpltFinpl = 1 3/8in + Z- 1in = 3.38in Ant = Lnt #strand tstrand = 3.38in•1 • tin = 3.38in2 IPRn = (P(0.6Fu.strandAnv + UbsFu.strandAnt < 0.6Fy.strandAgv + UbsFu.strandAnt) = 0.75 (0.6. 58ksi • 50in2 + 1 • 58ksi • 3.38in2 < 0.6.39ksi • 50in2 + 1 • 58ksi • 3.38in2) = 1024.31kip ORn = 1024.311ip Z 1. 1Tma, = 5141dp b) Along Fin plate and Strand Lgv = Lslot Fin pl — 1/2in — Lslot strand = 25.5in — 1/2in — 8.188in = 16.81in Agv = 2L9v#strandtstrand = 2 • 16.81in•1 • tin = 33.63in2 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 OK atar-S1417- MM" Lnv = Lslot Fin pl - 1/2in - Lslot strand = 25.5in - 1/2in - 8.188in = 16.81in Anv = 2Lnv#strandtstrand = 2 • 16.81in•1. tin = 33.63in2 Lnt = Wstrand - Wslot.strand = 7.25 - 1318in = 5.88in Ant = Lnt#strandtstrand = 5.88in•1. tin = 5.88in2 ORn = IP(0.6Fu.strandAnv + UbsFu.strandAnt < 0.6Fy.strandAgv + UbsFu.strandAnt) = 0.75 • (0.6. 58ksi • 33.63in2 + 1 • 58ksi 5.88in2 < 0.6. 39ksi • 33.63in2 + 1 58ksi 5.88in2) = 845.68kip ORn = 845.68kip Z 1.1T,nax = 5141dp 7) Bolt Holes Bearing Capacity DMI BEARING STRENGTH AT BOLT Rn = 1.2LctFu < 2.4dtFu (J3-6a) HOLES (P = 0.75 In Gusset Plate Edge: Lc.in = e2 - 0•50bolt.hole.gusset = 2in - 0.5. 1 5/16in = 1.34in 'PR Gus = min((P1.2L t F (P2.40) _ n.E.i c.in gusset u.gusset� boltt gusseFt u.gusset = min(0.75 • 1.2 • 1.34in • 1 1/4in • 65ksi, 0.75 • 2.4. 1 1/8in • 1 1/4in • 65ksi) = 98.26kip Interior: Lc = IF(#row.in = 1) 0, S - Oboit.hole.gusset) = IF(4 = 1) 0, 3in - 1 5/16in) = 1.69in (PR Gus =min (P•1.2•L •tgusset •Fu.gusset� (P•2.4,Obolt ' tgusset F n.lnt ( c ' u.gusset) = min(0.75. 1.2 • 1.69in 1 1/4in • 65ksi, 0.75 • 2.4. 1 1/8in • 1 1/4in 65ksi) = 123.4kip 00000 0000 In Fin Plate Uxwgu Edge: Lc.in = el - 0•50bolt.hole = 2in - 0.5. 1 3/16in = 1.41in 'PR Fin =min(0•1.2•L •# t (P•2.4-O # t )_ n.E.i c.in Fin pl Fin pl ' F u Fin ply bolt ' Fin pl Fin pI ' F u Fin pl = min(0.75 • 1.2 • 1.41in • 2 • 1in • 65ksi, 0.75 • 2.4. 1 1/8in • 2 • 1in • 65ksi) = 164.53kip Interior: Lc = IF(#row.in = 1) 0, S - Obolt.hole) = IF(4 = 1, 0, 3in - 1 3/16in) = 1.81in 'PR Fin =min((P•1.2 L .# t (P•2.4,O )_ n.Int c Fin pl Fin p1 ' Fu.Fin ply bolt •# Fin pi t Fin pl ' F u Fin pl Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSeilsmic = min(0.75 • 1.2.1.81in 2 • tin • 65ksi, 0.75 2.4. 1 1/8in • 2 • lin 65ksi) = 212.06kip a0o00 L� psis 00o0� U ilChM, i j. Summary: First: 'PRn.in First = IF(#row.in = 1, min(ORn.E.i Fin' n.E.i OR Gus), min((PRn.E.i Fin, (PRn.lnt cull) J = IF(4 = 1, min(164.53kip,98.26kip), min (164.53kip,123.4kip)) = 123.4kip Interior: 'PRnlnt = IF(#row.in < 3,0, min((PRn.lntGusORn.IntFin)) = IF(4 < 3,0, min(123.4kip,212.06kip)) = 123.4kip Last: 'PRn.in Last = IF(#row.in = 1, min((PRn.E.i cus' ORn.E.i Fin), min((PRn.E.i Gus, ORn.Int Fin)) = IF(4 = 1, min(98.26kip,164.53kip), min(98.26kip,212.06kip)) = 98.26kip 0000c�; First Last 0 0000 Interior Z .r Total: ORn = IF(#row.in = 1, 2min(,PRn.inFirst ORn.inLast ), 2(ORn.inFirst + (PRn.inLast ) + 2(#row.in — 2)ORnlnt) = IF(4 = 1, 2min(123.4kip, 98.26kip), 2(123.4kip + 98.26kip) + 2(4 — 2) • 123.4kip) = 936.91kip ORn = 936.91kip �!: R. = 532kip OK 8) Bolt Slip Critical Ru slip crt. = Pysc = 333.5kip ORn = #boltsRslip crt = 8.46kip = 333.51dp ORn = 333.5kip Z Ru slip crt. = 333.51dp OK 9) Standard Bolt Shear Capacity ORn = #boltsFvsc = 8. 125kip = 1000kip Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarS-elsm'lc OR. = 10001dp >— R. = 5321dp OK 10) Weld Of Fin Plates To Core Material WELD METAL RUPTURE Rn = 0.6FEXXAw (J2-3) (P = 0.75 FEXX = 70ksi Awe = #we#Finp1(Ls1otFinp1 — 112in)(aWe.PJP — (1/8)in) = 4. 2•(25.5in — 1/2in)(3/8 — (1/8)in) = 25in2 (PRn.Fin pl to strand = (P0.6FEXXAwe = 0.75 • 0.6 • 70ksi • 25in2 = 787.5kip OR. = 787.51dp Z R. = 532kp OK SHEAR RUPTURE Rn = 0.6FuAnv (J4-4) (P = 0.75 Anv = #we#Finp1(LslotFinpl — 1/2in)(au,e.pjp — (1/8)in) = 4. 2•(25.5in — 1/2in)(3/8 — (1/8)in) = 25i172 (PRn = 00.6Fu.strandAnv=0.75 • 0.6. 58ksi • 25in2=652.5kip ORn = 652.51dp Z Ru = 5321dp oaaaaa aa000n --_� 11) Gusset Plate Block Shear From Bolts OK BLOCK SHEAR RUPTURE Rn = 0.6FuAnv + UbsFuAnt < 0.6FyAgv + UbsFuAnt (J4-5) (h = 0.75 Lgv = e2 + (#row.inner + #row.outter — (1))S=2in + (4 + 0 — (1)) • 3in = 11in Agv = 2tgussetLgv = 2 • 1 1/4in • 11in = 27.5in2 Lnv = Lgv — (#row.(inner) — 0•5)(Obott.hole.gusset + (1/16)in) = 11in — ((4) — 0.5)•(1 5/16in + (1/16)in) = 6.19in Anv = 2tgussetLnv = 2 • 1 1/4in • 6.19in = 15.47in2 Lgt = G = 6in+= 6in Lnt = Lgt — (Obolt.hole.gusset + (1/16)in) = 6in — (1 5/16in + (1/16)in) = 4.63in Ant = tgussetLnt = 1 1/4in • 4.63in = 5.78in2 (PRn = (P(0.6Fu.GussetAnv + UbsFu.GussetAnt < 0.6Fy.GussetAgv + UbsFu.GussetAnt) _ Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarCE-weNo o"� .. = 0.75• (0.6. 65ksi • 15.47in2 + 1 • 65ksi • 5.78in2 < 0.6.50ksi • 27.5in2 + 1 • 65ksi • 5.78in2) = 734.3kip OR. = 734.3kip Z 1.1T,naX = 514kip 12) Gusset Plate Yielding or Buckling M ►1 Recent testing has shown that a smaller interface yields a better performing system due to reduction in the loads incurred due to distortion of the frame. Gusset plates are sized by locating the edge of gusset at a minimum distance from the beam/column juncture while not compromising the Whitmore Section for buckling of the plate. FLEXURAL BUCKLING P. = Fc,.Ag (E3-1) (Pc = 0.9 Lave = (Lwhitm.l + Lwhitm.2 + Lwhitm.3)/3 = (24.96in+ 13.97in+ 19.39in)/3 = 19.44in Wwhitm = G + 2(#row.inner — 1)s • tan(30°) = bin + 2 • (4 — 1) • 3in • tan(30°) = 16.39in A = wwhitm tgusset = 16.39in • 11/4in = 20.490 kl/r = 0.65Lave 12 = 0.65 • 19.44in 12 = - tgusset 11/4in n _ n 2E 229000ksi Fe (kl/r)2 _ _ (-)2 Fe=-- 0.44•Fy.gusset = 22ksi Gusset Classification = Compact (a) When Gusset Classification = Compact —� Fcr = Fy.gusset Fy.gusset l (b) When Fe > 0.44Fy.gusset —� Fcr = 0.658 Fe 1 Fy.gusset (c) When Fe < 0.44Fy.gusset -4 Fcr = 0.877Fe (a) Fcr = 50ksi (PcPn = (cFcrAg = 0.9. 50ksi- 20.49in2 = 922.07kip Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 45cPn = 922.OMp Z R. = 532A(p 13) Gusset Plate Net Section OK TENSILE YIELD CAPACITY Pn = FyAg (D2-1) Ot = 0.9 Ag = wwhitmtgusset = 16.39in • 11/4in = 20.49in2 (PA = OtFy.gussetAg = 0.9. 50ksi • 20.490 = 922.07kip d1tPn = 922.OMp>_ 1. 1Tmax = 514)dp OK Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 04 S t a r 8 e ' �!' "! % �:�11 71E« STAR SEISMIC BUCKLING -RESTRAINED BRACES Part 5 Gusset to Column/Beam or Gusset to Column/Base Plate Check 0 Column/Beam local Checks Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 S t a r St 91 s ml C Distribution of Brace Force to Beam and Column (AISC Manual Part 13): Connection Information: Brace end 1i Column: w14x257, Depth for conn calcs d = 1.18in, t,, = 1.18in, tf = 1.89in, k = 2.49in L,,,,t: 43.5in, Offset: 1.5in, ec 2 = 2 = 1.12=0.59in Beam: wOxO, Depth for conn calcs d = Oin, t,, = 1.5in, tf = 1.5in, k = Oin Lhorz: 27.5in Offset: 1.5in, a Lb°in =Oin b= = 2 2 Adjusted Brace strength in Compression P = 1.1c�f3Pysc-max-1.1 • 1.45 • 299kip = 477kip, Compression Adjustment f3 = 1.05, Load Angle 0 = 29.93' Uniform Force Method modified for use with existing gusset plates utilized for the best gusset geometry. Determination of geometrical connection factors (Lvert - offset) (43.5in- ISM)f3 = +offset = 2 + 1.5in = 22.Sin 2 (Lha,.Z - offset) (27.5in - 1.5in) a = +offset = + ISM 14.Sin 2 2 K = ebtan0 - e, = Oin • tan(29.931 - 0.59in =-0.59in (13-16) K' = a (tanO + a) = 14.5in (tan(29.931 + "5,n) = 17.69in (13-23) 22.5in Zr D = tan20 + (R)2 = tan2(29.931 + (145'n)2 = 0.75 22.5in (13-24) K'tane+K ('6) 2 17.69in• tan(29. 939+-0.59in(12 .5,n5in) 2 a = D R — 0.75 zz= 13.31in (13-21) _ K'-K tan® _ 17.69in--0.59in• tan(29.931 — - Z4.1 Sin D - 0.75 - (13-22) r = (a + e,)2 + (f3 + eb)2 = (13.31in + 0.59in)2 + (24.15in + Oin)2 = 27.86in (13-6) Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Determination of interface forces: Vc = fi - = 24.15in • 477 = 413kip r 27.86in He = ec P = 0.59in• 477 = 10kip r 27.86in P 477kip = Vb = eb r = Oin 2786in Okip Hb = a r = 13.31in•2�86� — 228kip Mc = (f3 — #)Hc = (24.15in — 22.5in) 10kip = 16.62kip•in Mb = (a — a)Vb = (13.31in — 14.5in) Okip = Okip -in Column rL P H� )MC H VC ' Mb Beam Vb► 1) Gusset to Column Weld Check (13-2) (13-3) (13-4) (13-5) (13-19) (13-17) We have used the following methodology to verify that the welds meet the appropriate strength criteria and to verify that the gusset capacity has not been exceeded at the weld interface: Mc _ 16.62kip •- Ecc col = —0.04in Vc 413kip Ecc col 0.04in acol — I(Lv,,t — off setco�) I = 1(43-5in — 1.5in) I 0 If the eccentric weld table "a" value is less than 0.1, then the weld is considered concentric. acol = 0.5 0.1 -+ Concentric a) For concentric connections, equation J24 was used: WELD METAL RUPTURE OR. = OFwAw (Pt = 0.75 Ocol = tan-1(Vc) = tan-1 C413kp I — 1.4° c P FK, = 0.6FExx(1 + 0.5sin1.50cot) = 0.6. 70ksi•(1 + 0.5sin1.5(1.41) = 42.1ksi D Sin Aw = #WeLk, = 2 • 42in = 18.56in 16� 16� OR, = OFwAx, = 0.75. 42.1ksi • 18.56in = 586kip (J2-4) Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star,Selw 'cc 1.25Pu_, = 1.25 H'2 + V�2 = 1.25 10kip2 + 413kip2 = 517kip OR,, = 586kfpZ1.25R14_, = 517lap OK Procedure repeated for gusset connection to beam. 2) Column Flange/Web Fracture at Weld (min tf): Fsxx - D 70ksi • Sin tmin = _ = 0.241n 16� • Fu,co1 16� • 65ksi t,nin = 0.24in < t = L18in OK 3) Not Applicable 4) Not Applicable Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star'Smn�� - I t ..ric STAR SEISMIC BUCKLING -RESTRAINED BRACES Part 5 Mega Gusset Calculation Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star8a"."M. 1C Mega Gusset Calculation: Q/11-10 lines from elevation 1-2. The connection members are w24xl31 Column and w10x45 Beam. Lower Brace: BWC273a Upper Brace: BWC263a Upper end of Brace # 1 j Upper end of Brace # 2j e = 29.90 RuT = 460kip RUC = -477kip e = 32.8° RuT = 443kip RUC =-459kip Factored Gravity Beam Shear at Connection Rb = 26kip, Drag Load D = Okip, Drag Offset from WP dd,.ay = Oin, Gusset plate: tgus = 0.75in, hche1 = 27in, Lu, = 75in, D = 0.3125in, FORCE DERIVATION Brace Loads Lower Brace V1T = RuT cos 0 = 460kip- cos(29.99 = 399kip N,T = RuT sin 0 = 460kip - sin(29.9°) = 230kip Vic = Ruc cos 0 = -477kip - cos(29.9°) _-413kip Nic = Ruc sin 0 = -477kip - sin(29.9°) _-238kip a) Section a -a Forces LI D— .P. Lw12 0 HB=N,++NZ Upper Brace: V2T=372kip N2T = 240kip V2c =-386kip N2c =-248kip Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSe"Ismic LC 1: Lower Brace in Compression V = VJC — V2T + Rb =-413kip — 372kip + 26kip =-760kip N=D=Okip Mi=Vlc•e+Nlc•A= -413kip • 0.305M +-238kip • -1.5in =-125kip-in M2 =V2T •e—N2T •A= 372kip • 0.305in — 240kip • -ISM = 113kip-in MG = RB(h + e) = 26kip(27in+ 0.305in) = 703kip-in M=Ml—M2+D A+MG= -125kip-in — 113kip-in + Okip • -1.5in + 703kip-in = 466kip-in Resultant Force LC#2 is the governing Load Case. Rures = (N)2 + (V)2 = (Okip)2 + (810.3kip)2 = 810.3kip Ores = atan(N/V) = atan(Okip/810.3kip) = 00 Weld Forces (Equiv. Norm. Force Method) Nu equiv = I N I + 4M 4.466kip-in Lw = I Okipl + I 7sin I = 25kip (V2 )— Ru equiv =T(Nequivy+ — �(25kip)2 + (-760kip)2 = 760kip LC#2 is the governing Load Case. Ru equiv = 812kip, Oequiv = 3.540 Column Weld Check la) Equivalent Normal Force Method WELD METAL RUPTURE i5Rw = ipFwAw Ot = 0.75 F,,, = 0.6FExx(1 + 0.5sin1.50res) = 0.6 • 70ksi{1 + 0.5sin1.5(3.549) = 42.3ksi A,,, _ #weLw 1 D = 2. 75in- 16in = 33.15M2 (PR, = (pFWA,A, = 0.75. 42.3ksi • 33.15M2 = 1052.1kip 1.25Ru equiv = 1.25. 812kip = 1014.9kip 45Rµ, = 1052.lkfpZ1.25Ru = 1014.91op lb) Eccentric Weld Tables Method (Table 8-4) ac = 0.015, k = 0, ©coi = 0° LC 2: V = 810kip N = Okip Ml = 121kip-in M2 =-117kip-in MG = 703kip-in M = 941kip-in Nequiv = SOkip Ru equiv = 812kip Using Table 8-4 and after interpolation the C Coefficient: Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 (J2-4) OK St43r,S;o3,."."' I a C = 3.712 1.25Ru res _ 1.25. 810.3kip _ Dmin = 4.85m g5CC1L,,, 0.75. 3.712. 1. 75in Dmin=4.85MSD=Sin Weld to develope gusset and column. Daev =min 16V-2 . Fwqusset ' tgusset , 16� F,member ' tf 2FExx FExx 16,[2- • 65ksi • 0.75in 16-,r2- • 65ksi Oin _ 7.88in = min I 2. 70ksi 70ksi Ddev = 788inkDmin = 4.85in lc) Peak Weld Stress Method z L6 (75n)2 Su, _ — = 937.5in2 6 Uu 810.3kip _ fv — L,,, = ZO.Skip/in 75in Nu Okip fa L,,, = Okip/in 75in Mu 940.8kip _ _ b S,�, - 1ki in 937.5in2 p (peak = Vv)/2�+ (fa/+� fv)2 = (10/.�8kip/in)2 + (Okip/in+ Zkip/in)2 = 10.85kip/in fave = 0.5 [ (fv)z + (fa + fb)2 + (fv)2 + (fa — fb)z] _ 0.5 [ (10.8kip/in)z + (Okip/in + Ikip/in)z + (10.8kip/in)2 + (Okip/in - Ikip/in)z] = 10.85kip/in max 1.25,fpeak -max 1.25, 10.85ki in= 13.56ki to fr — fave fave — ( � p/ P/ Dreq = fr (16V-2)/[(P0.6FEXX #we (1 + 0.5sin0res i.$)] = 13.56kip1in(16-\r2-)1[O.75. 0.6. 70ksi- 2(1 + O.5sinO'-')] = 4.87in D,.eq = 4,87in _<D = 5in Midspan Connection Gusset Strength Check 2) Gusset Stress Check - Von Mises Check: Yield DCR: F(N,_ /Z gUSLN ( Okip Z 810.3k7i5pin 2 +3(t�/0.9. 50ksi= 0.554 0.75,75in/(0.75irr Rupture DCR: OK �A Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 F_(N + 3( Vu2+3 "i"in(0.810.3kip)20.75 65ksi=0.512 tgusL,t, 0.75iir75in max(a554, 0,512)S1 OK 3) Gusset Stress Check Section a -a Analysis: Plate Strengths Agv = tgUSLw = 0.75in • 75in=56.25in2 Z = tgUSL,,2/4 = 0.Mn • (75in) 2/4=1054.69in3 OM,, = OFyZ = 0.9. 50ksi • 1054.69in3=47461kip-in ON, _ OFyAg = 0.9. 50ksi • 56.25in2=2531.3kip OV„ = OMFyAgv = 1. 0.6 • 50ksi • 56.25in2=1687.5kip DCR Checks MU _ 940.8kip _ — 0.02 OM,, 47461kip-in NU _ Okip _ ON, 2531.3kip — 0 VU _ 810.3kip 0.48 OVn, 1687.5kip — M ( N l\�Vn 2 ( V l4 _ 940.8ki ( Oki l2 ( 810.Ri l4 OM„ + \ONnl + l 47461kip-in + \2531: kip/ + \1687.5k pl = 0.073 Section b-b Analysis Plate Strengths Agv = tgushchev = 0.75in 27in=20.25in2 ON'.n = OFyAg = 0.9. 50ksi • 20.25in2=911.3kip OV'„ _ O0.6FyAgv = 1.0.6. 50ksi • 20.25in2—607.5kip DCR Checks NU equiv _ 64.9kip = 0.071 ON'„ 911.3kip V'U _ 251.3kip _ TV'„ 607.5kip — 0.414 max (0.073,0.071,0.414) <1 NG Column Concentrated Load Limit States 4) Flange Fracture at Weld (min tf): FExx • D 70ksi • 5in tmin = _ = 0.24in 16� • Fu 16� • 65ksi tmin = 024b7 <tf = Out OK Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSe---810s; 1C 5) Tension Yielding at Web: WEB LOCAL YIELDING q5Rn = (P(2.5k + N)Fywtµ, (JI0-3) 0 = 1 (PRn=0(2.5k+N)Fyu,tu,=1•(2.5.1.46in+75M)•50ksi-0.61in=- 4PRn =-ZNequev = 50,2MP 6) Web Crippling OK WEB LOCAL CRIPPLING N (t,,, 1sJEFytf (J10-4) ORn = �0.8tw2 1 + 3 (d t t \ f w q5=1 l .,PRn = q50.8tw2 1 + 3 ( \dl(tf F��Fy = 0.75 -0.4 • (0.61in)2 I 1 + 3 (7sin 1 (0.61in)"'] 29000ksi SOksi Oin — - L 0.61in Oin 0.61in ORn = - Z Nequev = 50.2MP OK 7) Flange Shear Yielding L62 (76in)2 S. — — = 937.5in2 Vu 810.3kip _ fv — Lw 75in = 10.8kip/in Nu Okip _ fa — Lw _ 75in — Okip/in Mu _ A — 940.8kip — Ikip/in Sw 937.5in2 fpeak = (fv)2 + (fa + fb)2 = (10.8kip/in)2 + (Okip/in+ Ikip/in)2 = 10.85kip/in +fb)+(ffave=O.5 [ lfv(2 + (fa — f6)2] _ 0.5 [ (10.8kip/in)2 + (Okip/in + 1k1p/m)2 + (10.8kip/m)2 + (Okip/in — lkip/in)2] = 10.85kip/in f = max 11.25,fpeakfave = max (1.25,1)10.85kip/in = 13.56kip/in fave ) ru = f,./2 = 10.85kip/in/2 = 6.78kip/in (Prn = 00.6tfFy = 1.0.6. Oin• 50ksi= 36.3kip/m 0rn = 36.3,Up%in Z ru = 6.781ap%rn OK 8) Web Shear Member Checks Nominal Shear Strength (kvUn = (kv0.6FyA.Cv (G2-1) Ov=1 h/tw = [D, — 2(tf + k)]/tw = [0.61in— 2(0M+ 1.46M)]/0.61in = -3.826 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 2.24 E/Fy = 2.24 29000ksi/50ksi = 53.946 h/t,v <_ 2.24 E/Fy --+ use equ. (G2-1), (pU = 1.0, C„ = 1.0 AW = DA, = 0.61in • 0.61in = 0.37in2 q5vV„=(pv0.6FyAWC„=O„V12=1.0.6.50ksi•0.37in2•1= 11kip V,, = N/2 + 2M/LW = Okip/2 + 2940.Skip/75in = 12kip 0„V.n = 11iap <V.0 = 121op OK Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSeMmlc STAR SEISMIC WILDCAT TM BUCKLING -RESTRAINED BRACES Part 6 Expanded WILDCAT"' Qualification Test Information Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 Star e, t' , I I C A short summary of the WildcatTM braces tested to date in the configuration being used on this project is listed below. Complete test results are available in the cited University of Utah Report, the Budapest University of Technology, and the University of Wyoming test reports. A concise summary of most results are included in the Report for EC Certificate of Conformity compiled by the Budapest University of Technology. WILDCAT Brace Test Summary Modules/ Specimen Specimen capacity (k) Specimen Total Area (in2) Resulting Test Strain CID Test Location Dotes WC150 BR1 1 152.1 3.68 1,83% 511 U of U WC150 B€i2 1 152.1 '3.68 2.75% 810 U of U WC250 BR 1 229.4 5.75 2.45% 725 U of U WC250 BR2 1 229.4 5.75 2.45% 715 U of U WC500 1 458.9 11.50 1.70% 246 U of U WC500 1 458.9 11.50 1,.44% 351 U of U WC780 2 778.8 19.52 1.89% 393 U of U WC250 U of W o 1 250.2 5.38 U of W Frarne Test, 5ofted WC200 U of W o 1 200.0 4.30 2.63% U of W Frarne Test, Bolted E'VVC500A 1 30.6 0.78 2.00% 1403 E ME EWC5005 1 30.6 0.78 2.00% 562 BME 60OBCE 1 34.8 0.93 1.94% 1875 BME Bolted Conn WEC800A 1 50.8 1.24 2.00% 2727 BME EWC80013 1 50,8 1.24 2.00% 2802 BME 825BCE 1 47.9 1 1.28 1 1,82% 2412 BME Bolted Conn Testing Locations, U of U: University of Utah - Department of Civil & Environmental Engineering U of W: University of Wyoming - Department of Civil & Environmental Engineering BME: Budapest University of Technology Department of Structural Engineering The WildcatTM brace is manufactured in modules. Each module goes up to a maximum area of around 12 inA2. If additional capacity is required, another module is added to the brace and the collar assembly is expanded to envelope all the modules. One of the benefits of the collar used on the WildcatTM brace is that it does not allow rotation in the endplate, which ensures that all modules will elongate equally. Unlike other BRB braces, the WildcatTM braces built in the modular fashion have a redundant core system. If for whatever reason the brace is pushed passed its capacity and a core experiences rupture, rather than a complete failure of the brace that would come from a monofilament core system, the WildcatTM modular system will continue to have load carrying capacity. Star Seismic braces exceeding about 250k incorporate the redundant core system. Per AISC 341 K3.3c(2), "The axial yield strength of the steel core, Pysc, of the brace test specimen shall not be less than 50% nor more than 120% of the prototype where both strengths are based on the core area, Asc, multiplied by the yield strength as determined from a coupon test". Mathematically speaking, this means: Designer's Perspective: 50% Prototype Strength< Specimen Strength <120% Prototype Strength Manufacturer's perspective: 83.3% Specimen Strength< Prototype Strength <200% Spec. Strength Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940=9222 StarSeism'lc The review of the modular qualified ranges of the tested WildcatTM braces per AISC 341-10 Appendix K3 is included below. WILDCAT Brace Results Per AISC341-10 Lwr. .Boundary Load (k)' Specimen Capacity (k) Upper Boundary Load' (k) Lower: Boundary Area (in 2) Specimen, Area (in 2} Upper Boundary Areaa (in) 30.6 61.1 x 0 78 1.6 ,,;..,.255'. 30.6 61.1 fin..."0.6:.''.. g H . 1.6 WO . .... ' 9 0 34.8 69.7 w0 $ 0 93..:_ 1.9 :300 23 d 50.8 101.6 1�10'I _� H -3.1�24;.,: 2.5 * ,. 2 3 ;--. 50.8 101,.E 1 0 .._ .. ., 2. WC150 Br 1 1 6 8 152.1 304.3 3 1`68 7.4 VVC150 Br 2 . 26 152.1 304:3 _ :3.68 7.4 WC250 Br 1 WTi M24 ^ 229.4 458,:9 z;F„ � 8 5:75 11.:5 WC250 Br 2 `I 91 2, .. 229.A 458.9 8 r 575 WC500 Br 1.3s2 ,4.' 458:9 917.796 : ° 11.50 23.0 WC500 Br 2 @. 382 t' :r 458:9 917.7 9 0 „ , 11-50 23.0 WC780 , �649w _ 778.8 7 1557 - 1 3` 1'9.52 39.0 Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 w For California hospitals, per the CBC 2205A.4.3 Jan 1, 2009 errata "The axial yield strength of the steel core Pysc of the brace prototype shall not be more than 20 percent above nor 50 percent less than that of the test specimen... " (Assumed wording #2) or: Designer's Perspective: 83% Prototype Strength< Specimen Strength <150% Prototype Strength Manufacturer's perspective: 50% Specimen Strength< Prototype Strength <120% Spec. Strength See the next couple of pages for load/area/allowable strain range tables for the CBC 2205A.4.3: 'it IL ]CAT Brice Results Per CBC (1 '112009Wording) Lwt.. Boundary Load (k) Specimen Capacity (k) Upper Boundary Load' (R) Lowet Boundary Area (in 2) Specimen Area (in) Upper Boundary Areae (in2) EW 5500A 15.29 30.6 18.34 0.39 0,78 0.93 EWC500B 15.29 30.6 18.34 0.39 0.78 0.93 60OBBCE 17.42 34.8 20.91 0.47 0.93 1.12 WEC800A 25.40 50.8 30.48 0.62 1.24 1.49 EWC800B 25.40 50.8 30.48 0.62 1.24 1.49 825BCE 23,94 47.9 28.73 0.64 1:28 1.53 WC150 Br 1 76.07 152.1 91.29 1.84 3.68 4.41 WC150 Br.2 '76.07 152A 91.29 1:84 3468 4A1 WC250 Br 1 114.71 229.4 137.66 2.88 5.75 6.90 WC250 Br 2 114.71 22.9A 137.66 2.88 5.75 6.90 WC500 Br 1 229.43 458.9 275.31 5.75 11,50 13.80 WC500 Br 2 229.43 458.9 275.31 1 5.75 11.50 13.80 WC780 1 38.9.42 1 778.8 1 467.31 1 9.76 1 1.9.52 33.42 I ne axial yrera strengm 01 the steel core i-'ysc of the brace prototype Shaft not be more then 20 percent above nor 50 percent less than that of the test specimen_' Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 2�8- Fee,ken 111C As part of a further investigation into the performance of the WildcatTM brace system, the braces were welded to bolted connection plates rather than directly to the gusset plate. This bolted configuration was tested at the Budapest University of Technology, and further tested in a full frame by the University of Wyoming. The frames were pushed to 2% drift for the AISC BRB protocol and performed well, then pushed to 3% drifts using the AISC protocol (modified for the higher drift level) and still performed very well (two series of protocol tests on the same frame). Typical connection and hysteresis curves are included below. More information is included in the U of W report. Wildcat Welded to Gusset Plate Wildcat Welded to Gusset Connection Plates Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSep"."'s.r. STAR SEISMIC POWERCAT HTM BUCKLING -RESTRAINED BRACES Part 6 Expanded POWERCAT I ITM Qualification Test Information Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 A short summary of the Powercat IITM braces tested to date in the configuration being used on this project is listed below. Complete test results are available. POWERCAT 11 Test Summary Specimen Capacity (k) Specimen Total Area (in2) Resulting Test Strain CID Test Location Test Type P13500b 510.0 12.50 2.59% 445 U of U BT PB750b1 1 754.8 L18.50 3.59% 619 U of U BT PB750b2 1 754.8 1 18.50 1 2.86%° 1 453 1 U of U I SA Notes: U of U: University of Utah - Department of Civil & Environmental Engineering Test Type: BT-Brace Test, SA-Subassemblage Unlike other BRB braces, the Powercat IITM braces have a redundant core system. If for whatever reason the brace is pushed passed its capacity and a core experiences rupture, rather than a complete failure of the brace that would come from a monofilament core system, these braces will continue to have load carrying capacity. Per AISC 341 T5.3, "The axial yield strength of the steel core Pysc shall not vary by more than 50 percent from that of the prototype". Mathematically speaking, this means: Designer's Perspective: 50% Prototype Strength< Specimen Strength <150% Prototype Strength Manufacturer's perspective: 67% Specimen Strength< Prototype Strength <200% Spec. Strength The review of the qualified ranges of the tested Powercat IITM braces per AISC 341 Appendix T is included below. POWERCAT II Brace Results Per AISC341-05 Lwr. Boundary Load (k) Specimen Capacity (k) Upper Boundary Load° (k) Lower Boundary Area (in 2) Specimen Area (in 2) Upper Boundary Area' (in) PB500b 340.0 510.0 1020.0 8.33 12.50 25.00 PB750b1 1 503.2 1 754.8 1509.E 1 12.33 18.50 37.00 PB750b2 1 503.2 1 754.8 1509.E 1 12.33 18.50 37.00 e "The axial yield strength of the steel core Pysc of the brace test specimen shall not vary by more than 50 percent above nor 50 percent from that of the prototype..." Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 StarSaismic Star Seismic, LLC 6300 N. Sagewood Dr. Suite H #511 Park City, UT 84098 (435)940-9222 BUCKLING RESTRAINED BRACES Production Quality Assurance Manual (PQAM) Covered Airpark Museum of Flight March 11, 2015 Issue 4 DO NOT DUPLICATE Confidential and Proprietary Manufactured Exclusively for 6300 N Sagewood [give, Suite H #511 ' Park City, Utah 84098 • www.stai-seismic.net Star Seismic Page 2 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 . Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: PRODUCTION and QUALITY ASSURANCE MANUAL (PQAM) FOR THE MANUFACTURE OF 17 S t 00% r CDF l ,I BUCKLING RESTRAINED BRACES Table of Contents 1. Purpose of Manual...........................................................................................3 2. Product Description..........................................................................................4 3. Manufacturing Drawings..................................................................................4 4. Material Specification and Control...................................................................5 5. Manufacturing Processes.................................................................................6 6. Tolerances........................................................................................................8 7. Manufacturing Hold Points..............................................................................9 8. Exhibit A: Sample Shop Drawings............................................................ 10 9. Exhibit B: Sample Material Testing Report...................................................12 10. Exhibit C: Star Seismic Standard Primer Specifications...............................19 11. Exhibit D: WILDCAT TMManufacturing Traveler..........................................21 12. Exhibit E: Strand Material Testing Procedures.............................................24 13. Exhibit F: Strand to End Plate Weld Material................................................29 Star Seismic Page 3 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: PRODUCTION and QUALITY ASSURANCE MANUAL (PQAM) FOR THE MANUFACTURE OF Stcall BUCKLING RESTRAINED BRACES 1. Purpose of Manual la. General The Production and Quality Assurance requirements addressed in this manual apply to the StarSeISMiC Buckling Restrained Braces manufactured exclusively for Star Seismic LLC, including the WILDCAT TM POWERCAT, and POWERCAT 2 brace types using welded, bolted, or pinned connections. 1b. Confidentiality The information contained in this PQAM is considered by Star Seismic, LLC to be confidential and proprietary to Star Seismic, LLC. The PQAM may be reviewed by other individuals or parties only on an "as needed" basis. 1c. Performance Defined Product StarSeiSMiC Buckling Restrained Braces manufactured for Star Seismic, LLC are to meet specific performance requirements as defined by others. The ability of StarSoiSiv9iC Buckling Restrained Braces to meet or exceed these performance requirements has been determined by physical testing by an independent agency capable of assessing the defined performance requirements and in a laboratory with facilities sufficient to measure the Star -Seismic Buckling Restrained Brace performance against those defined performance requirements. The physical nature of the StarSeiSMIC Buckling Restrained Braces and the manufacturing processes associated with their production are determined by Star Seismic, LLC. The materials and manufacturing processes used for production of the StarSeiSMIC Buckling Restrained Braces shall be based upon those used in the production of the tested StarSelamiC Buckling Restrained Braces. Procedures used in the production of the braces may at times conflict with typical code practices of AWS, ACI and AISC yet have been validated by brace testing. Star Seismic Page 4 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 2. Product Description Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: 2a. General The StarSeIS IC Buckling Restrained Brace consists of a Strand Assembly that is placed inside a Tube Assembly. The tube assembly is then filled with a proprietary cementitious fill. The strand assembly is separated from the cementitious fill through means of a manufactured gaseous separation, and voids are manufactured into the brace to allow brace displacement in compression. For WILDCATT' and POWERCATT" Series 1 braces, collars are then placed loose over the Tube Assembly. The Collars are then brought into proper alignment and welded to the Collar Base Plate part of the Collar Assembly (See Figure 1 for void and collar information). This collar may either be welded to the strands or shipped loose to slide into place and weld at the jobsite. 2b. Specific Several QA Hold Points have been established to assure compliance with the requirements of this PQAM. Manufacturing shall not proceed beyond the specified hold point until the Quality Assurance Department has witnessed the hold point, conducted the inspections required and initialed and dated the brace traveler sheet(s) for that assembly or group of assemblies for that particular QA Hold Point. 3. Manufacturing Drawings 3a. Shop Detail Drawings are to be prepared for each specific project. These drawings are to include the dimensional requirements and general brace configurations required, as well as a bill of material for all steel parts required. Sub -piece marks for the braces will be created in such a way as to provide a unique identification for each individual brace. This will allow each brace to be uniquely identified on its own Manufacturing Traveler and accounted for correctly by Quality Assurance at the QA Hold Points. 3b. S Sheets will be made for the strands. 3c. Details concerning requirements and manufacturing processes for cementitious fill, fill void creation, and separation of strands from cementitious fill will not be included on the Shop Detail Drawings. Star Seismic Page 5 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Requirements for these details along with general brace assembly details and cementitious fill placement will be as described herein in the PQAM. 3d. All Shop Detail Drawings will be detailed and checked before being released for manufacturing. In addition, the Shop Detail Drawings will be sent to the Project Engineer of Record for verification of brace capacity (strand width) prior to release for manufacturing. 3e. Main Member Piece Marks will be alpha -numeric. The first two characters will be BWC, PC, PB or similar designation to indicate the brace type needed for project requirements. Next will be numeric characters designating the capacity of the StarSeIS IC Buckling Restrained Brace in kips. If braces of the same capacity have different lengths, the Main Member Piece Mark will be followed with an alpha character, beginning with the letter a. Examples: BWC250, PC400a, PB400b, multiple braces of the same piece marks use additional numerical suffix to indicate counter numbers, etc. 4. Material Specification and Control 4a. Strand Material The strand material used in the Star eRsliSi IC Buckling Restrained Brace shall be received in a manner exceeding the requirements in The American Institute of Steel Construction Code of Standard Practice. Each piece from each heat must be fully traceable to both mill certification documents and independent laboratory tests during all phases of the manufacture of the braces. For identification purposes, strand materials are to be marked by the receiving department using procedures to identify heat numbers of each bar or plate upon receipt from the mill and immediately after any cutting processes involving the material to mark all pieces created. Full Material Test Report traceability is required for strand material. Therefore, each individual piece of strand material is to be marked so as to be able to trace it back to the heat number it was produced from. Strand material will not be released to production until this process is complete. Strand material is to be stored in the storage material area in a flat position. It is to be segregated from all other standard steel flat products. Star Seismic Page 6 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 4b. Paint Material Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Standard paint material will be one of the standard paint products listed in (Exhibit C) or similar, or as required by the project specification. Standard color will be gray. All painted surfaces will be cleaned in accordance with the requirements specified in Steel Structures Painting Council SP3 Power Tool Cleaning or as required by the project specification. 4c. Rebar, when Required For WILDCATTm and POWERCATTM Series 1 braces, rebar shall be standard grade 60 bar, min #4. Welding required for brace assembly is non-structural and is a production qualified weld, not a pre -qualified AWS weld. 4c. Proprietary Cementitious Fill Proprietary cementitious fill shall match one of the products utilized in the manufacture of the suite of Stareeis is test braces. 4d. Weld Wire Weld wire used for the core -to -endplate connection of the POWERCATTM Series 1 pinned braces shall be Classification E70C-6M conforming to AWS A5.18-2001, ASME SFA-5.18 with a minimum Charpy V- Notch Impact Value of 20 ft-lbs @ -20 degrees F. as welded. Acceptable Welding Electrodes will be Hobart Brothers Metal-Cor 6 or Metalloy 70X AWS E70C-6M H4. Supplier Typical Certificate of Compliance will be maintained on file (See Exhibit. F). Weld wire used for other brace connections shall be E70 low hydrogen rod or wire. 5. Manufacturing Processes 5a. Strand Manufacture Strands will be fabricated from Flat Bar or plate conforming to the requirements of Section 4a. Quality Assurance will release Strand material for manufacture. Strands will be cut to the configuration specified on the Star Seismic Page 7 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: shop drawings. All flat bar and plate will be placed in a special cutting jig prior to cutting to minimize distortion during cutting. See Section 6 for cutting tolerances. Strands must be cut full length from one plate or flat bar. No splicing of strands is allowed. Cut edges of strands across the thickness must meet surface roughness and notch requirements. The surface finish of the strand edges must not exceed 1000 micro -inches. Use AWS Surface Roughness Guide C4.1-77, Sample #3 for comparison. Dress all surface discontinuities exceeding this requirement. Grind with belt sanders or stones only. Orient grinding scratches parallel with the length of the strand. Grinding and repairs outside of the yielding core length and in the outer half of the transition zone need not apply these more rigorous grinding procedures. Grinding to a smooth transition is allowed to repair occasional notches or gouges from the thermal cutting process. The length of the transition must be a minimum of 10 times the depth of the notch or gouge. Notches or gouges up to 1/8" deep may be repaired using this procedure. Deeper gouges or notches shall be cause for rejection of the piece. Welding is not allowed to repair gouges or notches. Hold point for surface roughness and notches in the strand shall be held for Star Seismic Quality Assurance review and approval prior to proceeding with repairs and following completion of repairs. 5b. Fill Void Creation Voids shall be created in the proprietary cementitious fill wherever compression of the brace could cause bearing of the brace features into the cementitious fill. The created void shall be 1/4" (6 mm) greater than the width and height of protruding brace features and allow for the specified strand compression displacement. Collar (WILDCAT Braces) vuiui Inca Sc. Separation of Strand from '\�,'� void ' Cementitious Fill Figure 1 Outer Shell The gaseous interface between the strand and the proprietary cementitious Required Void Focations fill shall be manufactured consistent with the methodologies utilized in the manufacture of the StarSecsic test braces. Careful attention to sizing of the gaseous interface, including timing of manufacturing processes Star Seismic Page 8 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1 /8/ 14 Issue.4 By: Argan Johnson P.E., President Approved by: and/or sealing of interface creating elements is to be exercised to ensure the final interface conforms with � L`e�-:C C=LitoiCC brace requirements. 5d. Proprietary Cementitious Fill Proprietary cementitious fill will be batched in accordance with processes and batching utilized for theftR` Culi k; test braces. The batch ticket is verified for conformance with the required mix design and the mix is visually checked for general conformance with brace requirements. An independent testing agency performs slump or spread tests to determine acceptability of the mixture at the brace manufacturing site and collects a minimum of two test cylinders taken from each batch. These test cylinders will be taken to an independent laboratory qualified to test concrete cylinders. Cylinders will be broken at 3 days and 21 days. The 21 day cylinder must test to a minimum of 3000 PSI. Quality Assurance will maintain the test results on file. The shell of the brace must be above 320 F prior to cementitious fill placement and the brace temperature must be maintained for 24 hours thereafter. Prior to handling and shipping, braces shall be allowed to cure for a minimum of 12 hours. 5e. Assembly The Strand Assembly shall be assembled complete, similar to that shown in Figure 1. Pinned connection assemblies shall be fit up utilizing Pin Assembly Jig or similar procedure to insure tolerance compliance. Sufficient temporary restraints shall be attached to the pin plates to insure compliance with dimensional requirements of the Pin Assemblies after welding. For POWERCAT Series 1 braces, pin base plates greater than 1 1/2" in thickness shall be ultrasonically tested for discontinuities behind and adjacent to welds before Pin Plates and Strands are welded to Pin Base Plates. Any material discontinuities shall be accepted or rejected on the basis of ASTM A 435 or ASTM A 898 (Level 1 criteria). The Strand Assembly shall be inserted into the Tube Assembly with the strand in the vertical position and centered on the Tube Assembly. The Tube Assembly Cap Plates shall be welded in place. Strand vertical location to be verified through the fill hole at the center of the Tube Assembly after insertion of Strand Assembly and prior to placing cementitious fill. Cementitious fill shall be placed inside the Tube Assembly/Strand Assembly by pumping the fill from the center of the Tube Assembly through the fill hole. Star Seismic Page 9 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: The Collar Assembly will be located and affixed to the brace for the WILDCATr" braces. The completed brace will be cleaned in accordance with SSPC-SP3 Power Tool Cleaning and painted with prime coat as per Section 4b. 6. Tolerances • Strand Length: o POWERCAT Series 1: Plus or minus 1/8" (3 mm). o All other brace types: Plus or minus 1/4" (6 mm). • Strand Width: Plus or minus 1/8" (3 mm). • Strand Width Camber: Maximum of 1/4" in 20 feet (6 mm in 6 m). • Strand Slot Plus or minus 1/16" (1.5 mm) • Pinned brace additional tolerance requirements: o Pin Plate Hole: .035" (1 mm) larger than Pin Diameter, +.010"/-0" (+0.25 mm/-0 mm) o Centerline of Pin to Centerline of Pin: Plus or Minus 1/16" (1.6 mm). 7. Manufacturing Hold Points 7a. Quality Assurance Responsibilities Quality Assurance shall ensure that all requirements under this Section are adhered to. Immediately upon release of shop drawings, Quality Assurance will prepare a Manufacturing Traveler for each brace (MT) using the form shown in Exhibit D. Quality Assurance Control will inspect, assure compliance and sign off on the MT at each hold point, before releasing materials for further processing. Quality Assurance has the authority to stop production at any point if required to insure compliance with hold point verification. 7b. Hold Points 1. Quality Assurance shall release Strand material to Production. Material will not be released to Production until Quality Assurance verifies that the material has been identified with the appropriate counter, as specified by Purchasing. 2. Strand Width, Strand Transition Profile and Strand Edge Surface Smoothness and Strand Weld Preparation shall be verified by QA before assembly of the strand assemblage. . 3. Completed Strand Assembly must be verified prior to insertion into Tube Assembly, including strand length, gaseous interface Star Seismic Page 10 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: separation materials, and proper location and anchorage void - creating materials. 4. Longitudinal location of Strand Assembly relative 'to Tube Assembly (proper projection) must be verified prior to placing of cementitious fill 5. Verify complete filling of tube assembly with cementitious fill by observing the four flow check points at each end of the tube assembly for flowing fill. 6. For POWERCAT Series 1 braces: a. For Pin Base Plates greater than 1 1/2" in thickness, ultrasonically tested per paragraph 5e above before welding of Pin Plates. b. Strand joint configuration of Strand to Pin Base Plate shall be verified for dimension and fit, pin plate welds, and pin base plate ultrasonic testing confirmed before commencement of welding to Pin Base Plate. c. Full visual inspection and acceptance of all Strand to Pin Base Plate welds before installation of Collar. 7. Verify pin -to -pin, hole -to -hole, or end -to -end dimensions and parallelism/orientation of Pin Plates, bolt plates, and/or Pin Base Plates. 8. Paint mil thickness and visual acceptance before shipment. 9. Loading and shipping release contingent upon cementitious fill cylinder sample tests showing fill has reached a minimum of 3,000 psi. 7c. Documentation Quality Assurance shall file and maintain material certifications and records as follows: 1. Mill material test reports for strand material. 2. Tensile test certifications furnished by independent laboratories for strand material. 3. Cementitious fill cylinder sample test reports. 4. Manufacturing traveler documentation. Quality Assurance personnel shall have undergone Star Seismic certification training and met the criteria therein. Quality Assurance reports shall be submitted for each brace to the Star Seismic project manager for review. Star Seismic Page 11 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Exhibit A — Sample Brace Drawings Star Seismic Page 12 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: � d A' d C is n y 1 ti i 1 i J CL7 == 6 G. i 61 V N N EO Star Seismic Page 13 6300 N. Sagewood Dr. Suite H 4511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: z m z U N 7 c N CO N v oX2O Ea a W w Q to N U z 0 3� ©wY vo wI v dd 0 0 ? z$Io�a�` �y 0 Iw O � Y O CY- w � Y J UUS z wwr O oz ��//��////�� M W 0� �tr VIdJC-) wo O h a G O mCN N_ a N Q N n - N O N w g a < 1nw CL C� I Of a 32 1y N 16 m O a O Z M o � I o i600 4 A _s_ z s/c a a s m m. 0l N J W d z LL- O J _J m a" Star Seismic Page 14 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Z/1 l - 1 Ur=='ll ' I 111 =10 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Z/I S Z/I S a S S l t M N C> CM m I co te m ISM woo) 00 loll 8/1 P; Z OI i yNy�� 8a A l S I �9 S pp02 K� ry N d\ ryl Z/1 f Z/1 f M31A NOIIVA313 0311V1SNI �a M31A NVId 0311V1SNI U � � O 28 � C W U O ✓ LJ cn N d o Z m d O I � ¢ v ¢ \✓1 p rn I _J - w � m a _ � zz m J� ' n O N in O CD �' o Z �-" Y W.-FDOw awl (9�e W ¢In V m Z F N p •^� Z=Um a C m$ O F T- Z! oM n oo in V) 0 .., 0) 3 ; z0 o V) z (6 in cL a Z w 1- t 5= u .S UUO�- O0U z wo V) V) cnd2U� w S cti5 � 0 2 w� � w �!5 � v=i (L g L Oin ` oz w v= a z � o a it o 0 w aaaaz Q d4 �d J QLLJ o gs M yt H O _- _J Star Seismic Effective: 1/8/14 Issue 4 Page 15 By: Argan Johnson P.E., President 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Approved by: .££'6 •Ic ZD 05 o ■� m�' m 40 '•IN m d�"'oa r yq `1 n g Q.:r z ■s OM p airiMml-,I mmm E Q�� Z yWT mn 2., C = J m • O a z U °g�'ly= a awe o�ml m w U LO a o o '1 c > it C tl H F •t w O O W�-, F O z 10 wFo�Gz h Z 2=r m �� �0Myzw gyd 03 a- v N w o a W 4 m j oc�Wz a n rc W 6 o K w a Q W o i 00 i u U a z Q W = ow m IL z & a a w O L.< �4 `� ON z n iO mI m r w a m z < W N F o y g F q W /� \I4d �� z Uj sw az 0 s (Ij11 a Y N m >, e o 4 Q a W in N •9RI a A .�� 9Rt u,� .9 W a �s lavNAS � i O �y�l L 1HtlI MlAS gip; � MYld O3TvlS � � w tJ a LL z WN LL IL O �Na� zw Ng J 6p2 o T 2'O � z5� MM W F u IV Xto x x mzm� 5 pp�3 q8o= gx U E m N g n a m to M LL AS m Oxaa W fig G z a Z j 9aoo F Star Seismic Effective: 1/8/14 Issue 4 Page 16 By: Argan Johnson P.E., President 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Approved by: A VA N a � M LU W N ZN rM W Ci a.'1 n' J C a .. _ CO o � $ m yf -_+ ■� �TJi 0 Z E v~iliiY U' N {{Oyp J IL m J •6r m Qlal m � N ■ NOF. C N IL v, I �Q o LLzga W � d I J IL o Q O a g �- 'f C a Wp o p o CL C1 r an E z O `o W F W' W O Z za Z O 2WY m G� 7 I I O 4 O ghQ O I I I 6 �m 1 T � o 18V wAS ? a rc N O a w d I +9 I CL YC bI N T LLJ .9 f d3dd a a s KK < <'A m 42 u w � I M g °° m E oL I L G a z AL i '+ � V � b t LLJ 1SVIl7AS laVINAS cup In>t i�� Star Seismic Page 17 6300 N. Sagewood Dr Park City, Utah 84098 Suite H #511 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Exhibit B — Sample Testing Report SHERWL,aboratories Sherry Laboratories 3100 North Hemlock Circle TwingToday- Protecting Tomorrow• Broken Arrow, OK 74012-1115 LABORATORY REPORT Attn: Richard Roland Report No.: 07081131-001-v1 PKM Steel Service, Inc. Date Received: 8/31/2007 228 E. Avenue A Date Reported: 91712007 Salina, KS 67401 P.O. No.: Richard Verbal Sample Description: (1) Test Plate, 314" x 6" x 10", Heat No.: 403.2861 Tensile Test (Round) per ASTM E8-04 Paraimeter Resents 2 1 3 Orientation Longitudinal Longitudinal Longitudinal Diameter, inch 0,500 0.501 0.498 Tensile Strength, psi 66,500 66,500 67,000 Yield Strength, psi at 0.2% offset 40,600 40,800 43,800 Elongation in 2 inch, % 32 31 32 Reduction of Area % 60 63 65 Approved by: J immons, Laboratory Director Sherry Laboratories Tel: 918-258-6066 B00-982-8378 Fax: 918-258-1154 Test results relate only to the hems,tested. This document shall not be reproduced, except in full, without the written approval of Sherry Laboratories. The recording of false, fictitious, or fraudulent statements or entries on this document may be a punishable offense under federal and state law. The electronic transmittal of a report on services provided by Sherry Laboratories is at the request of the client. The transmittal is NOT the official report of Sherry Laboratories, but is provided for the convenience of the recipient. Sherry Laboratories is not liable for any degradation or changes in information In the transmittal. The official report of Sherry Laboratories will be provided on Sherry Laboratories letterhead in hard copy form and shall control for all purposes. Page 1 of 1 Star Seismic Page 18 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Exhibit C — Star Seismic Standard Paint Primer PRODUCT DATA PRODUCT DESCRIPTION: "M-2-8.43 GRAY t;.' -ATRSAL PRMIER is fu=lated �nzth corrosion resistant resins, and rust inhibitive additives. This non -sanding piim . after proper coring is suitable far use render ra wide range of high perfo mat:.e topcoats, including epoxy, urethane, and scrylic ena=ls. 3'his primer has superior adhesion and is lead :utl chromium free. LNTEI ED USES: Shop coating or field "mina weather -exposed structural 6d'miscellan�eous steel tanks, machinery.. and equipment to be top coated with most oil, ilin'd,+or latex topcoats. Do not m e on ,gaisanized metal or immEn6on Semite. For optimum performance a topcoat is required for exmhor e,cposurns. SURFACE PREPARATIOX& For best results; it is important that all suzr&cta contarninar s, such as moisture. oil: dirt, mast, ,and mill scale be remmed before application of this Primer. NI-2953 gray universal prime caube applied to either blasted, hand, or potter tool cleaned steel, .A mini- of SSPG-' hated tool cleaning regzei�d. i PIi1 SICAL LNT'OR_\LknOPi COLOR GRAY GLOSS LEZTL: FLAT', t SOLIDS BY AIT IGHT: 58% RECONMENDED DRY FUM TkICKNESS: 15-2.0 .MMS THEORETICAL COATwRAGE: 3�0-#OQ SQ FT PER GAILM i METHOD OF APPLICATION: UU.,XSS SPRAY, AIR SPRAY, BP.'USF, AM P,OLLER DRY D,c TIME — AT 7x F I ' 6 I I TO TOUCH: 1 S-30 NIENTUr a ES TO FLArDLE: 30-90I&iN MS TO REDC'O�?: 4-12. HOUF..Si _ a RIEGULATORYIDAT-k FLASHPOVT:801 - - PRODUCT WEIGHT: 10.06 LB VOC: 4.67 Pounds per Gallon '11�1 Star Seismic Page 19 6300 N. Sagewood Dr Park City, Utah 84098 Suite H #511 PRODUCT DATA APFUCA'TIO'. Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: UNIERSAL GRAY -PRIMER AEG: 31is material is a one -component coating and. should ah-mys be mixed diorrokEhly mfth a pm-er agitator before application- AUX RATIO: Not applicable WORICIlA G POT LIFE: T of applicabie AIRLESS SPRAY: Rieco=ananded l AIR SPRAY: Recommended (Pressure Pot) i BRUSH: Suitebie ~ ROLLER: Suitable TSPNNER: Xylem Tip r -e 154r tbou (03S-0.43 mj Total mapat fluid pressure at spray tip not less Ethan 2,500 p.s.i_ Cis De'4 iFbiss = M4 Cor JGA'- ` r Air Cap 704 Tip E I ff I T"Picsll - " 2�0 tiWs can be actieva �11 Vy' stiould lie taken to 4-void under applicidor . TyTricalls 1.5-2,,0 nut �cm be achieved. Care " should Woken to avoid imder ap h 03L / Do not dti mbtr Phan: RHO*edlo 1 al l envzownensallegislaii= J C.`LlEANTIL Xclene WORK STOPPAGES: Thoroughly dust all a gnipmesl F-41h xylem_ l urmsed zuBmiW shoo cotrtsiuers, F.rtially filled €oa stuns ms} ,shots utfaee skirusing and [os ti'osity increase,oftl Material should be filtered prior to use CLEAN LP: Clem alit ecIdpment inuned€stew •ith miene. I: is good w•oridue practice to pelt, equipmew duriug the course of them-oflau€ day Frequency of cleaning -" iEl depend upon s;u6u elapsed &ima, iucludi- g any delays_ Ali s atplas materials and earptyl catudners sh60d be disposed of in accordance -"pith approp-we legisiation.- SYST-MCOMPATTBIGITI- The folloning topcoats are recoef nneaded for M-3S53 unkorsal gr - piirner_ AA-yds Silicone A )lit Erg& e7' I Uretbanes! E;rorie� SffiPPUG & NUMBER OF C0:11PON-EFTS: 1. PACKAGED M 55-0-0on Drums, 5 Gallon Pails: and 1 Gallon Caas STORAGE TE-IIPERATURE- Idinimm 20 F_ Maximum 110 F. INWTAIKWWW be stored in tigndy closed wterid after storage. icilly fetrsb out spray sprayed, temperature and regulations / Star Seismic Page 20 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14• Issue 4 By: Argan Johnson P.E., President Approved by: Exhibit D — Travelers W aV OC m � it W H W J Nd Q N � V_UJ W w �J V H V CO LL J Q Z FBI 01 u �I C z Q G" W CL W N J W J a so W � Q M N Star Seismic Page 21 6300 N. Sagewood Dr Park City, Utah 84098 Suite H #511 LLI m Elm W � H LU U W ca Z Cd V Uj U .j U � i d W to 10 W W` 0 M z 0 z F+ a N Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: O''lu O zq zpZ�oe W 0 W d s-zU ati I- go 0 M slu I- 0 LA. z Z zzlW - z M M 1-JA J zF- LL0 9660x �Gi 0J fI1jo LuL>aW z jj IL ==CiIn 99 u�0 R gRGR Q J Q 0 z 6 W 0. z M J 0 rl z a V LU d W z M_ mi W =m A a a c c z z N VI 0 2 W W a W LL N z a a 0 d 0 i N 0 0 LL d 0 x N z 0 IL 00 N z 2 a W W S N x 4 W b LL W 0 3 z LL V 0 w W d Y W S L1 N W 2 0 U z Star Seismic Page 22 6300 N. Sagewood Dr Park City, Utah 84098 Suite H #511 9 M� 0 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: n n 3R � w ° e .� Star Seismic Effective: 1/8/14 Issue 4 Page 23 By: Argan Johnson P.E., President 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Approved by: Exhibit E — Strand Material Testing Procedures The accurate estimation of the yield strength of the steel core material (Fysc) is of utmost importance to Star Seismic. We have developed policies and procedures that are used to determine this value to the greatest degree of accuracy possible with a reasonable amount of independent and mill testing. Materials Used: Star Seismic generally manufactures brace core elements from flat bar, though plate is also used. The flat bar is generally 10" wide and 3/4" to 1" thick, though other widths and thicknesses may be used. General Testing Procedure: The mill tests each heat for chemical composition and yield strength using the standard ASTM material certification methodology. Star Seismic will then engage an independent lab to test a minimum of 3 samples. Star Seismic will order testing on: • Every heat of material • Every thickness of material Therefore, if the same heat of material is used to roll 3/4" bar as is used to roll 1" bar, two sets of tests will be ordered. This is because the rolling process for different thicknesses of material achieves a different grain structure, which is important for estimating the final yield of the material and therefore the brace. The methodology used in testing has been developed to best reflect the yield strength of the final brace material. The basic testing procedure generally conforms to ASTM 370 or ASTM E8-04, with some notable exceptions listed below: • The samples are pulled longitudinally, as this is the way that the flat bar or plate core elements will be loaded. • The tested portion of the samples are taken from the center 6-7" of the flat bar, as the outer 1 1/2" - 2" of the flat bar will be removed in the process of necking down the core to achieve the yielding core area. Plate samples will be taken a minimum of 2" from the edge of the plate. Note that the testing performed by the mill does not necessarily meet these criteria, and therefore the independent testing is not performed to verify the mill results but to establish yield properties along the axis of the brace. The test specimens are generally rectangular full -thickness plate -type tension test specimens with a gage length of 8 inches, using generally a nominal width of 0.9 Star Seismic Page 24 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: inches to a 1 1/2" wide plate specimen. All other dimensions and restrictions listed in Fig 3 in ASTM A370 and accompanying notes shall be adhered to. Thickness of specimen shall be full (thickness of plate. See typical sample diagram below. 8 —�{ A { i IT w — — C T iF L fi 1'-6" ffa 1.6" T = 8"F_G = 8" 1 F WG0.9-1" W=112" C=2" C=12^ STANDARD TEST SPECIMEN A370 FIG 3 PLATE -TYPE TEST SPECIMEN "T" IS THE FULL THICKNESS OF THE MATERIAL 1' 1'-6" DISCARD END TEST PIECE OF FLATBAR TEST PIECE EXTRACTION AND POSSIBLE SAMPLE LAYOUT Independent Testing Requirements: For all testing done for Star Seismic, resulting test graphs shall be submitted with the test reports. For the testing reports, the "yield point" shall be reported similar to that shown in Figure 7 of ASTM A370, or the Yield Point Corresponding to the Top of the Knee. For samples exhibiting no defined knee, the 0.2% offset yield point shall be reported. See the examples below for more information. The methodology Strain (in -in) Star Seismic Page 25 6300 N. Sagewood Dr Park City, Utah 84098 Suite H #511 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: used to define the yield of the material shall be indicated on the report issued. a Strain (arin) $train (Intro) Test Data Interpretation: Given the test results from the mill and the independent laboratory, a value of the yield strength of the material must be selected that reflects the best estimate possible of where the yielding core of the brace is likely to yield. Note that the results from the two mill tests and the three independent lab tests will and are expected to vary from one another. Samples taken from the same 6"-7" wide piece of material, all drawn parallel to the material grain, will vary from one another because tensile properties vary based on location within the piece. See the excerpt from the ASTM specification below, which recognizes that scatter in test results is to be expected. Star Seismic Page 26 6300 N. Sagewood Dr Park City, Utah 84098 Suite H #511 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Designation: A 6/A 6M - 07 LI B iareRN�rwwu Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling' R2. VARIATION OF TENSILE PROPERTIES IN PLATES AND SHAPES X2.1 The tension testing requirements of Specification A 6/A 6M are intended only to characterize the tensile prop- erties of a heat of steel for determination of conformance to the requirements of the applicable product specification. Such testing procedures are not intended to define the upper or lower limits of tensile properties at all possible test locations within a heat of steel. It is well known and documented that tensile properties will vary within a heat or individual piece of steel as a function of chemical composition, processing, testing proce- dure and other factors. It is, therefore, incumbent on designers and engineers to use sound engineering judgement when using tension test results shown on mill test reports. The testing procedures of Specification A 6/A 6M have been found to provide structural products adequate for normal structural design criteria. The selection of a design yield value, given the test results reported by the mill and independent lab testing, must be selected. A simple average of the test results may seem like the easy answer to obtain this value, but sometimes the testing yields results that are suspect. Generally, this shows up in the results in the form of unacceptable scatter. All tests may be closely grouped except for one test, or the spread between all tests may be considerable. Therefore, a criterion must be developed to determine what "unacceptable scatter" is related to the yield stress of the core material. The criterion that Star Seismic has adopted is that any test outside of the average yield of all the test values +/-5% is a suspect test. A suspect test may indicate: • That the speed of the testing was varied between the samples, which has been found to have a significant effect in the yield of the material. • That the test was taken in the outer 2" of the specimen • That it was pulled transverse to the grain • That the specimen measurements were recorded incorrectly • That some other testing procedure was violated. • That the sample was taken from a region in the material with much higher or lower yield strength. Star Seismic Page 27 6300 N. Sagewood Dr Park City, Utah 84098 Suite H #511 Effective: 1 /8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Regardless of the cause of the variation, Star Seismic does not tolerate the degree of uncertainty that arises when suspect test results are encountered and will order a minimum of two additional tests to replace the suspect test results. When a reliable suite of tests is achieved, the results are reviewed and the estimate of the yield strength of the material that best reflects the value at which Star Seismic believes that the actual braces will yield at is selected. This selection is based on the understanding and interpretations of our brace tests, which are, in effect, full scale tension coupon testing and provide a basis for extrapolation of coupon tests to the full-scale braces. The building design codes recognize that there will be some material strength variability from the assumed values. It also accepts the fact that only three tests are sufficient to represent 50 tons of material of the same heat. The safety factors incorporated into buckling -restrained braced frame design are intended to cover material variability that may occur after conscientious testing and interpretation of those test results have been applied. Star Seismic has selected a rigorous methodology to provide braces that will yield within an acceptable margin of that anticipated by analysis. Star Seismic Page 28 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: Exhibit F — Strand to Endplate Weld Material for POWERCAT Series 1 Braces - Certificate of Conformance 1ILM34RT SMURM to Requirements for Welding Electrode Product Type: blETAi LLOY'7OX Classiftailb- • E: t0C4M H4 120ecifca;iDmi: AWIS A5.18-2005: ASh'1E SFA518 DiaenVA-- Tested: .045, Aa`e TesFed 61160 Dae..e Galer.Yed: 647i200S 7hi1 is ercerety dni flaYdo91� nuaed�nrt. aed aujrlkd aniM ettercacaier8n rn�rLss is ¢Yilr,tsrrx t'6�ss3tati� rraau(.xwrfr�: hdit b dru: � .T.,aerrdYd riij.ti+t3rrtns ri11,c nt i11 Ruth Sul used Irx the MOW. u!e l Air tls Ott ils u er�7ri•_b erg OwneiYaw. aN i .;vsistd Ay elre slrarfiNil. J.aµS,:N elaWtcayl x, arrt {>irr5t,>x u.dt;r, rims rrd At rtawlll pealed int: an ttggi:unesu. h w-M uWftl``WWtd.wils;ipGcd 6z d* Qus_ lil BrAW r hwani. atmolnw 11i0atti. "Ll, t"fla are d5G{lilEPl8fl1Y 011SG?'Ay, AURCA{V S A5 XI. uiA ort , yr ificeGnssrvlMrliuuy ngiirerdera, 61 rniriicsl x. li 61tijop R;:OLM Knas tFs73* ►dou Ism . . _ . :IESGI rinm9 iFreS--1 F(O pla-man F(Gi Ismsera eea i 8:nc-a5-- j__.EA 2s9_l A%Welled_ I .—,s4.w3[`:e3:1..—.... Mechanical Pimnerfim - Imnaet �eatn]Pletlkc Rer.mu. eV'ri2cr,atc—, 5D] InY1/KuaKn.hffi 11.R.(JI ,3Fe SC-ASi25 FA22F., h: W"eD -2] {- } - ... - ?11,E7S4 (6c77.'73P Sd [ 72 1 .. - . G Y's'iian Fuer.Ke. RbeTapUbt i�s➢�:tla7 FIK Yield TerL FA7cS _ .. G�xtT;ns .. _ Hadmala-: _- Cr�rtea��l��-' Vatca' 'C, FseQl.eng,LbbA .-OualilyAtsunm U'hin.ffita,Qullily3dur4a Ceilaielirc ardiiivhsd�l4icr D=ra de 01. enFj5a1 p(adid sit dense in wowdawt wA,1Ut chore optic .. All Iera_ftedht elm. ela iV99iiii we mIrl*iQll>3r'1esn:an*gtisttiees ircv Pfudal QlMMr. rt"U. Ho1,aa tltnditr>;(t OX2 uddit a3rr-enahttl tudn°uervU" gAidy WWAht pasmH• aaSltd indW:rreed Art Amn 3Faertar_-erS 1Sl{ it ,(•AFS} Star Seismic Page 29 6300 N. Sagewood Dr. Suite H #511 Park City, Utah 84098 Effective: 1/8/14 Issue 4 By: Argan Johnson P.E., President Approved by: MET LLOY-7O . GAS- ilELDEDFMAL-MFED-WIRE. J4'A S EMCM4 M RECOMMENDED OPERATING PARAMETERS,. The irdoT nation belcy?r was determined tray w.elri=ng pesfbcmed 'v bh 7514 ArY25% 002 sttieldl ng gas at allow rate ot.40 ofti. Wwrsetw', Are Currerit rox- IDipo!r llidn Ellerrtrwal5tii trout Vw4w IDC:EP (+) Wfre Feel Speed Role [ES) I0s;tion O &drr iiq) P5.1hr) .035" :26 20D 550 BA7 1Pr z 1 Mr ES 28 250 7W 11.27 Flair and t r dal .33 250 791 12.54 27 200 2M 8.18 .C4T o 250 375 5+'#."" ± W E5 82 485 12.52 Flat and HorizorYlal 34 850 580 15.51 26 250 245 7.92 MT 29 3M 310 117'654. Wr + fid8' ES .3.2 3 5+Li SEE 13.42 Flat: ar7tf td?Arrllaii 84 4W 470 "15.n 28 2M 184 7.67 111l3' 29 3M 211 r2.54 :Y4:" + 114" ES 32 350 258 112.0 f9a oanj t t M41 .35 40D 315 14.77 .35 450 365 17.31 3,8T .31 40D 13.2 10.5 1"+ 1W ES :34 5w 176 16.2 Flat zjTd HcmimMa1 .38 600 2417 22.7' Bo1ct 13plimwripararare%rsW eppeaL trw lcE actia1 use erne p a= nzy pract ee varting mss= the to errors arm wefokq tnWq,res aer %trichTA-.Maw has no tV, including. W, nct ►irrill ed ta, plate €a a nirry, R.-dmere. cruet% ftb,fation rre elP=7 W s<e, VMCing p uric r-.irerae.- vts acid yen, Vz rreral Tiik? prur rrer 6 sdery rr: t lief, r datgrrr�in. ttti s iSaia'_itycrF TR-? lat` pr d:rrels itrr 1 to pr�r "s cx:-r use. Lry pier rep*Arrat om s ll not be airinp Tara' x di aimsarV %ar►arY:y axjerdlw:aor'j7fGr,Mrrss. Ear aria pars rpLgmse %th respew try its presdr= Cowjrr.ers SWJ)d W rionvugtrra iaraift vith the, safe`y PrOWMOTIS sIMM sn rw Vol -ring LaIIEi pwMdan each:5WOM- t In arks � ,�rrrerfr�n 1�a�aArrrial 9"� �1&.1, letg= irr'I��i�irig arid_ �?stltirKj;' p►.rb?islred � t3re. �ar�ricar�'d7a�g ley, 5 ti�'E' Ue- ,reir m R Lfwni, FL.: 5 a26, Gad U F34 Safety' and HeAM Stand&Vs 29 i FA I.910, a.vw)M3e irmi re U.9_ Mprfterrt cF Labor; V,'rastYr gW' Or- 20210. U, THE UNIVERSITY of UTAH Full Scale Subassemblage Testing of POWERCATII Series Buckling -Restrained Braces Interim Report :A Kimberley S. Robinson, S.E. Star Seismic, LLC Chris P. Pantelides, PhD, P.E., S.E. Civil & Environmental Engineering College of Engineering University of Utah Salt Lake City, Utah November 2014 ABSTRACT The results of testing performed at the University of Utah Structures Laboratory testing facility for the Star Seismic POWERCAT11(PCII) are presented in this report. Testing was performed July, 2013 through and October, 2014. This report includes the results for three buckling -restrained braces and is a partial, interim report. Additional testing will be presented in the final, comprehensive, independent report. Brace testing of POWERCAT11 Series braces was performed per the requirements of AISC 341-10. The hysteretic behavior of the braces was very stable and a significant amount of energy was dissipated by each specimen. The subassemblage tests documented here are consistent with the brace design principles utilized by Star Seismic for PCII braces. Results included are for the load protocol in Section 2 of this report. Additional data and testing performed for operational reasons, such as installation and positioning of the brace, are not included in this report. I TABLE OF CONTENTS ABSTRACT.............................................................................................................. i TABLEOF CONTENTS........................................................................................a LISTOF TABLES...................................................................................................iii LISTOF FIGURES.................................................................................................iv LISTOF SYMBOLS...............................................................................................v 1. INTRODUCTION................................................................................................1 1.1 General...........................................................................................................1 1.2 Scope and Objectives.....................................................................................1 2. TESTING PROGRAM........................................................................................2 2.1 Test Specimens..............................................................................................2 2.2 Material Properties.........................................................................................4 2.3 Test Setup and Connection Details................................................................6 2.4 End Connections............................................................................................7 2.5 Loading Protocol............................................................................................8 2.6 Instrumentation.............................................................................................. I I 2.7 Data Reduction...............................................................................................13 3. TEST RESULTS..................................................................................................15 3.1 Introduction....................................................................................................15 3.2 Results............................................................................................................16 4. SUMMARY AND CONCLUSIONS..................................................................27 4.1 Summary.:......................................................................................................27 4.2 Conclusions....................................................................................................27 REFERENCES.........................................................................................................28 ii LIST OF TABLES TABLE 2.1— SPECIMEN DIMENSIONS............................................................2 a) Member Core Geometry................................................................................2 b) Brace End Connection Geometry...................................................................2 TABLE 2.2 — BRACE STRENGTH PROPERTIES............................................5 a) Mechanical Properties of Steel Core Plates...................................................5 b) Test Specimen Properties..............................................................................5 c) Grout Fill Compressive Strength...................................................................5 TABLE 2.3 — LOADING FRAME PROPERTIES...............................................6 TABLE 2.4 — TESTING MACHINE PEAK INPUT DISPLACEMENTS ........10 a) Testing Protocol (PB750b2)..........................................................................10 b) Testing Protocol (PB500b--)..........................................................................10 c) Testing Protocol (PB315b2)..........................................................................10 TABLE 3.1— TEST SET NO. 1— PB750B2..........................................................17 a) Maximum Brace Forces and Displacement...................................................17 b) Brace Displacements and Cumulative Inelastic Deformation .......................18 TABLE 3.2 — TEST SET NO.2 — PB500B............................................................20 a) Maximum Brace Forces and Displacement...................................................20 b) Brace Displacements and Cumulative Inelastic Deformation .......................21 TABLE 3.3 — TEST SET NO.3 — PB315B2..........................................................23 a) Maximum Brace Forces and Displacement...................................................23 b) Brace Displacements and Cumulative Inelastic Deformation .......................24 iii LIST OF FIGURES FIGURE 2.1— BRACE SPECIMEN DETAILS...................................................3 a) Brace Specimen Dimensional Layout............................................................3 b) Brace Specimen Section A -A & B-B, PB500b & PB750b2 .........................3 c) Brace Specimen Section A -A & B-B, PB315b2............................................4 d) PB750b2 Details............................................................................................4 e) PB500b 1 Details............................................................................................4 f) PB315b2 Details.............................................................................................4 FIGURE 2.3 — LOADING FRAME CONFIGURATION...................................7 FIGURE 2.6 — INSTRUMENTATION LAYOUT...............................................11 FIGURE 3.1— TEST SET NO. 1— PB750b2......................................................... a) Brace Force vs. Deformation Graph..............................................................19 FIGURE 3.2 — TEST SET NO.2 — PB500b........................................................... a) Brace Force vs. Deformation Graph..............................................................22 FIGURE 3.3 — TEST SET NO.3 — PB315b2......................................................... a) Brace Force vs. Deformation Graph..............................................................25 FIGURE 3.4 — CUMULATIVE RESULTS...........................................................26 iv LIST OF SYMBOLS Asc Area of the steel core yielding element bend Width of core end segment byre Width of core yielding segment Cmax Maximum compression force ES Young's modulus of elasticity of steel (29,000 ksi) Fyse Measured yield strength of steel core (average coupon tests) Fuse Measured tensile strength of steel core (average coupon tests) Ll Length from the center of the pin to the edge of the gusset chamfer Lout -out Brace outer bolt to outer bolt length defined in Figure 2.1 a. Lena Length of brace core end segment Le Length of the casing element Lys, Length of yielding element LGc Length of gusset to end of brace XXXX LIF Length of internal fin XXXX P Actual brace force Py. Actual yield force, FyscAsc tep Thickness of the individual core plates tf, Thickness of the fin plate Tmax Maximum tensile force w Strain hardening adjustment factor P Compression strength adjustment factor Rw Compression Strain hardening factor u A Actual brace deformation recorded by LVDT Amax Maximum axial deformation of brace in tension Am;,, Minimum axial deformation of brace in compression Cumulative inelastic demand (CID) µ Actual ductility demand µpred Predicted ductility demand c0 Strain hardening adjustment factor vi 1. INTRODUCTION 1.1 General The use of buckling -restrained braces (BRBs) for seismic resistance design of buildings was codified in AISC-05 and has achieved an expansion in use as the lateral system for structural steel and concrete buildings, as well as other construction material types. The Star Seismic POWERCATII Buckling -Restrained Brace consists of a highly ductile steel core encased in and supported by yet isolated from a concrete -filled HSS casing. The casing precludes buckling of the core element at the design loads, allowing for a stable seismic performance. 1.2 Scope and Objectives Several full-scale subassemblage tests were completed at the University of Utah. This test report has been prepared as an interim report and includes some of the test results done to date confirming that POWERCATII braces exceed the AISC-341 qualification testing requirements. 2. TESTING PROGRAM 2.1 Test Specimens The three specimens, PB750b2, PB500b, and PB315b2, were composed of steel core plates, which are confined in a square casing. Connections were designed as bolted. See Tables 2.1 a-b for specimen properties and Figures 2.1 a-f for the overall geometry for the three braces. Table 2.1 Specimen Dimensions (a) Member Core Geometry Specimen Steel Core Plates No. of Plates Tkns (in) Transition Zone Yieldin Zone bend in Lend in b in L in PB315b2 PB500b PB750b2 1 2 2. 1 1 1 7.75 6.25 9.25 31 37 48 7.75 6.25 9.25 157 135 123 (b) Brace End Connection Geometry End Connection Geometry Brace Core Extension I Fin Plates No. of t�P (in) bend (in) Lend (in) WP (in) t,P (in) Material Bolt Plates Grade Quantity PB315b2 1 1 7.75 31 9 0.75 A36 8 PB500b 2 1 6.25 37 11.375 0.75 A572 GR50 14 PB750b2 2 1 1 9.25 48 1 11.3751 1 A572 GR50 18 2 V CIM Figure 2.1 Brace Specimen Details (a) Brace Specimen Dimensional Layout tbz_ (b) Brace Specimen Sections A -A and B-B, PB500b and PB750b2 -- - H ' 12xI2"/,!� (IFB54', L.,PE. b"^ SILL- 1`0.1 FLA I _S tt- - FIN PLATS 3 (c) Brace Specimen Sections A -A and B-B, PB315b2 HSSIG-xl1,0 "" 'FB315h2"' X/4 - STEEL COPE PL,.'E-,. tT L,,-,-E STEEL CORE P. Fll--; ?LA -TES, rl')E""'-'TICN B-B (d) PB750b2 (e) PB500b (f) PB315b2 L M 2.2 Material Properties The steel core plates in the specimens was fabricated from FB 1 "x 10" A3 6-LY material. Tensile tests were taken per ASTM E8-04, except samples were taken longitudinally per Star Seismic expanded specifications for core material testing. See Tables 2.2 a-c for core and brace properties. The HSS casing material specified A500 Grade B steel. Concrete fill in the brace specified a 28-day concrete strength of 3,500 psi. A36 and A572 gr 50 bar and plate stock was used to fabricate the fin plates as well as other incidental parts of the brace. Bolts used were 1 1/8 inch A490. 5 Table 2.2 Brace Strength Properties (a) Mechanical Properties of Steel Core Plates Specimen Heat No.' Coupon No. Yield Strength (ksi) Tensile Strength (ksi) Yield Ratio' Elong.° (%) PB315b2 P13500b P6750b2 PL12101987 1 41.8 61.5 0.68 48 2 41.1 61 0.67 49 3 40.3 62 0.65 49 4 40.7 61.5 0.66 50 5 40.1 61.5 0.65 52 Design Value 40.8 61.5 0.66 49.6 8 Nucor Bar Mill -Plymouth 'Yield Ratio = Yield Strength / Tensile Strength `Based on 8" gage length (b) Test Specimen Properties Specimen Fya (ksi) As, (in) Pysc (kips) Aby (in) Aend (in ) PB315b2 40.8 7.75 316 0.245 19.6 P13500b 40.8 12.5 510 0.208 39.1 PB750b2 40.8 18.5 755 0.197 58.0 (c) Grout Fill Compressive Strength Specimen Date Age (day) Compressive Strength (psi) PB315b2 5/ 11 /2014 3 5580 5/29/2014 21 6840 5/29/2014 21 6670 PB500b 3/ 12/2014 7 5840 3/26/2014 21 7930 3/26/2014 21 7940 PB750b2 3/ 18/2013 3 4350 4/5/2013 21 5590 4/5/2013 21 5440 lJ 2.3 Test Setup and Connection Details The brace was erected vertically in the University of Utah Department of Civil and Environmental Engineering Structures Laboratory Tall Load Frame. The Tall Load Frame contains a single degree of freedom load actuator at the upper end of the frame. By attaching one end of the brace at the base to the frame, the upper actuator imposes axial deformations to the test specimen. See Figure 2.3 for a layout of the testing apparatus with a brace installed and Table 2.3 for frame details. Brace erection was accomplished by knifing the brace fin plates over the frame gusset subassembly and affixing with the bolts. To facilitate the installation, the load actuator was retracted to its highest clearance position. The brace was then hoisted and attached at the upper gusset subassembly. The lower gusset assembly was offset 3" and the holes in the lower and upper gusset assemblies were rotated to be aligned with this offset. The load actuator was lowered and the brace connected to the lower offset gusset assembly. Upper and lower brace to gusset connections were tightened to slip critical requirements. Finally, the lower connection was moved horizontally to place the brace in a plumb condition with a constant moment imposed by the frame and connection made to the tie -down box at the base. The moment imposed by the frame increases as the actuator is moved during testing. Table 2.3 Loading Frame Properties Accuracy of Readout Vertical Force (Tension) 1,600 k 1 k Vertical Force (Compression) 2,000 k 1 k Vertical Displ. (in) 25.0 in 0.001 in Maximum Vertical Velocity 0.02 in/sec Allowable Height of Specimen 21'-10 Allowable Width of Specimen 5'-0 7 FRAME NORTH ELEVATION Figure 2.3 Loading Frame Configuration IL IN :CIMEN - ;TION NN BOX I= FRAME WEST ELEVATION ACTUATOR BRACE SCHEMATIC GUSSET ASSEMBLY w W 0 TEST SPECIMEN YIELDING AREA OF STEEL CORE -MOVEMENT GAPS, TYP �- GUSSET ASSEMBLY (SIMULATED BEAM COLUMN JOINT, TYP) 2.4 End Connections The ends of the braces were bolted to the gusset plate. Connections used 1 1 /8" diameter A490 bolts tightened to achieve a Class A slip coefficient in accordance with AISC360-1.0. Design connection loads were Py. for bolt slip and anticipated RGJPysc for remaining connection limit states. 2.5 Loading Protocol The AISC-341-10 Chapter F4 provisions require that buckling -restrained brace design be based upon results from qualifying cyclic tests. The procedures and acceptance criteria of these tests are stipulated in Appendix K3. Appendix K3 Section 4c indicates that braces must be tested to the design story drift (strain) and achieve a cumulative inelastic deformation of 200 times the yield deformation. Any test protocol that meets these two criteria are permitted, but the section lists the following possible deformation demands upon the brace: 1. 2 cycles of loading at the deformation corresponding to Ob=Oby. 2. 2 cycles of loading at the deformation corresponding to Ob=0.50bm. 3. 2 cycles of loading at the deformation corresponding to Ob=IObm. 4. 2 cycles of loading at the deformation corresponding to Ob=1.50bm. 5. 2 cycles of loading at the deformation corresponding to Ob=20bm. 6. Additional cycles as required to achieve a cumulative inelastic axial deformation of at least 200 times the yield deformation (not required for the subassemblage test specimen). Oj To determine the recommended testing protocol, Aby and Abm must be determined. The first cycle, for Aby, is determined from the brace geometry and load frame configuration, not the bay geometry, using the lengths of the yielding core Lys and the non -yielding core end segment Lena and the yield strength of the core material. The deformation at first yield of the steel core element along the yielding core length is given by equation 2.1. The deformation at first yield of the steel core element along the non -yielding segment of the steel core is given by equation 2.2. F ysc L ysc A b — ySe - E (2.1) Asc FyseLend Ob—end = A E (2.2) end Aby Ab—ysc + Ab—end + Aapparatus (2.3) Due to the details of instrumentation, Aapparatus was taken as zero. See section 2.6 for additional information concerning test brace instrumentation. Aby values are listed in Table 2.2b. The remaining qualification cycles are in terms of Abet, or the elongation in the brace at A. frame displacements. The braces should be tested to similar maximum strain levels as would be expected to be encountered on upcoming projects. 10 Table 2.4 Testing Machine Peak Input Displacements (a) Testing Protocol (Brace PB750b2) Step # # Cycles Ductility Demand Brace Axial Disp in Predicted % Strain l PRED = Predicted Inelastic Demand Predicted rt = Crum. Inelastic Demand CID 1 2 1.5Aby 0.30 0.23% 0.5 4.2 2 2 3.3Aby 0.66 0.51 % 2.3 22.9 3 2 6.7Aby 1.31 1.04% 5.7 68.1 4 2 10Aby 1 1.97 1.57% 9.0 140.1 5 2 13.3Aby 2.62 2.10% 12.3 238.7 6 2 17.8Aby 3.50 2.81 % 16.8 373.1 7 2 25.9Aby 4.40 3.55% 21.4 544.1 (b) Testing Protocol (Brace P13500b) Step # # I Cycles Ductility Demand Brace Axial Disp in Predicted % Strain I.dPRED = Predicted Inelastic Demand Predicted it = Cum. Inelastic Demand CID 1 2 1.4Aby 0.30 0.21 % 0.4 3.5 2 2 3.1 Aby 0.66 0.47% 2.1 20.7 3 2 6.3Aby 1.31 0.95% 5.3 63.1 4 2 9.4Aby 1.97 1.44% 8.4 130.6 5 2 12.6Aby 2.62 1.92% 11.6 223.3 6 2 16.8Aby 3.50 2.57% 15.8 349.9 7 2 21.1 Aby 4.40 3.24% 20.1 511.0 (c) Testing Protocol (Brace PB315b2) Step # # Cycles Ductility Demand Brace Axial Disp in % Strain 9PRED = Predicted Inelastic Demand Predicted it = Cum. Inelastic Demand CID 1 2 1.5Aby 0.36 0.21 % 0.5 3.8 2 2 3.5Aby 0.86 0.53% 2.5 23.9 3 2 7Aby 1.71 1.07% 6.0 71.8 4 2 10.5Aby 2.57 1.62% 9.5 147.9 5 2 1y 3.42 2.16% 13.0 251.7 6 2 18.5Aby 4.53 2.86% 17.5 391.9 7 2 21 Aby 5.14 3.25% 20.0 552.0 11 2.6 Instrumentation One linear variable differential transducer (LVDT's) was externally mounted to the East side of the test brace to the brace bolt plates. See Figure 2.6. The force was measured by the hydraulic actuator at the top of the testing apparatus. Figure 2.6 Loading Frame Layout 'C K t� ¥ s s 1 A LVDT - t Connection h aag 44 "+4��,'�R'•j' S ,gq�a� +�� � 1, t � � ��y}6 � �� m.� ilk 12 2.7 Data Reduction The goal of the data reduction procedure was to remove forces or displacements from the measured values that are not directly applied to the test specimen. The location of the LVDT connection was selected to isolate movements and elongations that are associated with the brace from movements and elongations that are associated with the frame and equipment, so data reduction of displacement measurements was not necessary. The force was measured by the hydraulic actuator at the top of the testing apparatus. Inertia and friction forces have been considered negligible for the testing frame velocities used and therefore no attempt has been made to remove them from the test data. Installation of the brace as described in Section 2.3 involved rotation and movement of the brace as part of the installation process, a procedure which imposed axial loading onto the brace. Adjustment of the data was accomplished to include the load on the brace prior to commencement of testing. Brace Axial Deformation, A The results presented in Chapter 3 include brace axial deformation values A. The values correspond to that measured by the linear variable differential transducer (LVDT). Strain Hardening Adjustment Factor, CO The strain hardening factor is based on the maximum force in tension or compression. The strain hardening adjustment factor co has been determined using the following equation: CO = T max = T max P j SC F ,'SC A sc 13 (2.4) (O = C max = C max f PYSC FJSC A Se (2.5) Compression Strength Adjustment Factor, Ifl The compression strength adjustment factor R has been determined using the following equation: = C Max (2.6) T max Note that a valid P value requires for the tension and compression cycle size to be equally proportioned. The first tension cycle in each step has an overall displacement that is not equal to the next compression cycle. For this reason, the first cycle values of P are not calculated. First T-ens-ion-Cycle Displacement -- _-__— - - _ 800 — — �— --- — — -- ------ --- — — — --- — — — l a 400 — ------ — — 200 — -- -- p — — +— --- -- — — — i {-- — — — — — ----i -- - -- - - - - sLL i 200 -- - -- — — — — i m —400 --- -- — .. ----- — --..— i f 9 —600 --� — — -----..--..�...-- — -- — i -soo ------- --- -- - - --- -- -- - - - - - - - --- _ . pP -1000 si.on-Cycle-Displacement i 4 —4.0 —3.0 —2.0 —1.0 0.0 1.0 2.0 3.0 4.0 kBrace I Displacement (in) 14 Cumulative Inelastic Deformation Capacity (CID), 27 In this report, il cumulative inelastic deformations (CID's) were calculated and presented in the Chapter 3 tables. Equations 2.7 and 2.8 are used to determine this value for the i'th cycle and for the cumulative value. 2(Amax-compression + Amax -tension) _ 4 (2 7) /i Aby n q = rli = CID (2.8) i=1 15 3. TEST RESULTS 3.1 Introduction Tables 3.1a, 3.1b, 3.2a, 3.2b, 3.3a, and 3.3b summarize both maximum forces (Tmax and Cmax) and maximum displacements (Amax and Amin). The maximum force encountered by the brace does not occur at the maximum brace displacement. As the load actuator approaches the maximum displacement, it slows in a sinusoidal shape of motion and that change in velocity results in a reduction of the brace force. Note that these tables and figures represent the results in the project strain range. Additional cycles were performed for Star Seismic's information and use that have not been presented here. 3.2 Results For test specimens the following results are presented for the loading protocol: a. Tables 3.1a, 3.2a and 3.3a summarize the maximum brace forces (Tmax and Cmax) and maximum brace deformations (Amax and A in). Values of the strain hardening factor (w), the compression strength adjustment'factor (P), and compression strain hardening factor (pe)) are also presented in the tables and are based on equations 2.4 - 2.6. Note that values for the compression strength adjustment factor (P) are given for complete tension and compression cycles only. Since the first cycle of each step includes a partial tension step size (beginning from a compression displacement from the previous step size) compared to a complete compression step size, a comparison of the compression to tension difference is not valid. For this reason, only the second cycle R values have been included at each step. 16 b. Tables 3.1b, 3.2b and 3.3b summarize maximum brace displacements (Amax) and cumulative inelastic deformations (rl) for each cycle, based on equations 2.7 and 2.8. c. Figures 3.1 a, 3.2a and 3.3a show the hysteresis for brace force (P) versus the brace deformation (A). d. Figure 3.4 compares the results of the testing with the POWERCAT Pinned Brace backbone curve. All peak values, upon which the Backbone Curve is formulated, are less than would be predicted using the original POWERCAT backbone curve. 3.3 Test Summary 3.3.1 PB7502 Brace PB750b2 was installed into the frame using snug tight rather than slip critical connections. Results in Figure 3.1 a show consistent vibration of the brace occurring at bolt slip loads, but results do not otherwise include the effect of bolt slip. The brace performed well, exceeding the standard 5 step protocol to rupture during the second tension cycle of step 7. During step 6, casing bulging was noted indicating strong axis buckling of the steel core within the casing. This did not appear to affect the performance of the brace, which still achieved a full cycle at 3.58% strain. 17 3.3.2 PB500b Brace PB750b2 was installed into the frame using slip critical connections. The brace performed well, exceeding the standard 5 step protocol to lose capacity during the second compression cycle of step 7. Local bulging of the casing occurred, with the core buckling along its weak axis and causing a loss of brace capacity. 3.3.3 PB315b2 Brace PB750b2 was installed into the frame using slip critical connections. Technical difficulties with the load frame occurred during the beginning of the test, and the testing commenced through into the second cycle of the second step without recording of data. Testing was restarted, but the initial condition of the brace at the beginning of the test was at an initial compressed condition of 0.667". Even with the initial condition of the brace, it performed well, exceeding the standard 5 step protocol to rupture during the first tension cycle of step 7. However, the overstrength factors from the testing have simply been provided without adjustment for the initial compressed condition of the brace and are therefore higher than would be anticipated for a standard brace tested in the standard manner. WIV Results for PB750b2 Table 3.1 a Maximum Brace Forces and Displacements Loads Overstrength Adjustment Factors Tension Adjusted Compression Max Max Brace Adjusted Compression Brace Brace Strength Brace Strength Force Force Factor Strength Adjustment Cycle Tmax k Cmax k w Factor Pco Factor 629.9 -751.6 0.83 -1.00 - Step 1 702.1 -712.0 0.93 -0.94 -1.01 750.0 -727.4 0.99 -0.96 - Step 2 717.6 -728.1 0.95 -0.96 -1.01 762.1 -856.7 1.01 -1.13 - Step 3 843.0 -883.2 1.12 -1.17 -1.05 887.0 -963.6 1.18 -1.28 - Step 4 925.7 -980.6 1.23 -1.30 -1.06 957.8 -1051.8 1.27 -1.39 - Step 5 994.2 -1071.8 1.32 -1.42 -1.08 1027.9 -1157.5 1.36 -1.53 - Step 6 1071.4 -1187.9 1.42 -1.57 -1.11 Step 7 1105.2 -1277.3 1.46 -1.69 - 19 Table 3.1b PB750b2 Brace Displacements and Cumulative Inelastic Deformations Cycle Tension Compression Cum. Inelastic Deformation Max Dlsp Amax (in) Max Dlsp Amax (in) (CID) Step 1 1 0.27 -0.30 1.8 1.8 2 0.28 -0.29 1.7 3.5 Step 2 1 0.65 -0.64 9.2 12.7 2 0.65 -0.64 9.2 21.8 Step 3 1 1.31 -1.30 22.6 44.4 2 1.32 -1.30 22.6 66.9 Step 4 1 1.98 -1.97 36.1 103 2 1.98 -1.97 36.1 139 Step 5 1 2.64 -2.62 49.4 189 2 2.64 -2.62 49.4 238 Step 6 1 3.53 -3.51 67.4 305 2 3.53 -3.51 67.4 373 Step 7 1 4.43 -4.42 85.8 459 2 3.04 0.00 13.4 472 20 Figure 3.1 a PB750b2 Brace Force vs Deformation 1500 1000 500 v 0 o Qj CO -500 1000 -1500 -5.0 -4.0' -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 Brace Displacement (in) i I I _ I j � I I � I i i j I 21 Results for PB500b Table 3.2a Maximum Brace Forces and Displacements Loads Overstrength Adjustment Factors Tension Adjusted Compression Max Max Brace Adjusted Compression Brace Brace Strength Brace Strength Force Force Factor Strength Adjustment Cycle Tmax k Cm.x k w Factor Pco Factor 424.9 -510.6 0.83 -1.00 - Step 1 483.3 -481.8 0.95 -0.94 -1.00 517.2 -500.8 1.01 -0.98 - Step 2 485.3 -492.5 0.95 -0.97 -1.01 504.1 -583.8 0.99 -1.14 - Step 3 564.8 -598.2 1.11 -1.17 -1.06 596.9 -664.1 1.17 -1.30 - Step 4 623.9 -670.0 1.22 -1.31 -1.07 644.5 -721.8 1.26 -1.42 - Step 5 669.5 -731.2 1.31 -1.43 -1.09 691.0 -791.6 1.35 -1.55 - Step 6 721.9 -804.9 1.42 -1.58 -1.11 Step 7 743.3 -870.9 1.46 -1.71 - 22 Table 3.2b P13500b Brace Displacements and Cumulative Inelastic Deformations Cycle Tension Compression Cum. Inelastic Deformation Max Disp Amax (in) Max Dlsp Amax (in) 7? (CID) Step 1 1 0.27 -0.30 1.8 1.8 2 0.28 -0.29 1.8 3.6 Step 2 1 0.65 -0.65 9.2 12.8 2 0.65 -0.65 9.2 22.0 Step 3 1 1.31 -1.31 22.6 44.6 2 1.31 -1.31 22.6 67.2 Step 4 1 1.98 -1.97 36.1 103 2 1.98 -1.97 36.1 139 Step 5 1 2.63 -2.63 49.4 189 2 2.64 -2.63 49.4 238 Step 6 1 3.52 -3.52 67.4 306 2 3.52 -3.52 67.4 373 Step 7 1 4.43 -4.42 85.8 459 2 4.43 0.00 20.5 479 23 0 Figure 3.2a PB500b Brace Force vs Deformation .1000 800 600 400 200 0LL 0 v -200 m -400 -600 -800 -1000 -5.0 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 Brace Displacement (in) I - i I 24 Results for PB315b2 Table 3.3a Maximum Brace Forces and Displacements Loads Overstrength Adjustment Factors Max Brace Max Brace Tension Adjusted Brace Strength Compression Adjusted Brace Compression Strength Force Force Factor Strength Adjustment Cycle Tmax (k) Cmax (k) (0 Factor w Factor 1 217.6 -332.6 0.69 -1.05 - Step 1 2 253.8 -323.8 0.80 -1.02 1.28 1 304.1 -354.3 0.96 -1.12 - Step 2 2 326.9 -358.5 1.03 -1.13 1.10 1 354.2 403.2 1.12 -1.28 - Step 3 2 379.1 -408.7 1.20 -1.29 1.08 1 397.1 -450.7 1.26 -1.43 - Step 4 2 413.8 -465.4 1.31 -1.47 1.12 1 431.1 -507.6 1.36 -1.61 - Step 5 2 451.2 -519.0 1.43 -1.64 1.15 1 466.5 -562.9 1.48 -1.78 - Step 6 2 490.7 -602.9 1.55 -1.91 1.23 Step 7 1 508.4 48.4 1.61 -0.15 - 25 Table 3.3b PB315b2 Brace Displacements and Cumulative Inelastic Deformations Cycle Tension Compression Cum. Inelastic Deformation Max Disp Amax (in) Max Disp Amax (in) 7) c (CID) Step 1 1 0.29 -0.37 1.4 1.4 2 0.31 -0.37 1.5 2.9 Step 2 1 0.83 -0.88 10.0 12.9 2 0.83 -0.88 10.0 23.0 Step 3 1 1.69 -1.74 24.1 47.1 2 1.69 -1.74 24.1 71.2 Step 4 1 2.56 -2.61 38.4 110 2 2.56 -2.61 38.4 148 Step 5 1 3.41 -3.47 52.4 200 2 3.41 -3.47 52.4 253 Step 6 1 4.50 -4.55 70.2 323 2 4.50 -4.55 70.2 393 Step 7 1 3.46 -4.19 58.6 452 Rol Figure 3.3a PB315b2 Brace Force vs Deformation 600 -- - - - - - j 500- i 400 I 300 200 100 I - -- - — - -- e I - 00 i I I II i I I400__. I I ; I i f -500 - I - -- - 600 I E! i i -700 I { -6 i -5 -4 -3 -2 -1 0 1 2 3 4 5 I !! I Brace Displacement (in) i 27 Figure 3.4 Composite Strain Hardening Factor Graph wl- 4. SUMMARY AND CONCLUSIONS 4.1 Summary POWERCAT11 buckling -restrained braces of 755 kip 510kip and 316 kip capacity were tested subjected to testing protocols meeting the brace test requirements of AISC 341. Per these requirements, the strain hardening factor w and the compression adjustment factor (3 have been presented, along with the cumulative inelastic deformation capacity of the brace il. 4.2 Conclusions Based on the test results the following conclusions can be made: 1. All specimens preformed well under their respective loading protocols with no fracturing or failing observed. 2. The hysteretic behavior of the specimen was stable, showing no signs of pinched behavior and positive incremental stiffness. 3. The average tension over strength adjustment factor (w) for each test specimen was below the co factor reported in UCSD TR-2003/04. 4. The average compression over strength adjustment factor (P(o) for each test specimen was below the Pco values reported in the UCSD TR-2003/04. Note that that these over -strength factors are taken at two times a story drift of 1 %. 5. The specimens achieved a value of cumulative inelastic deformation 11 exceeding 200 times the yield deformation. Since the tests were performed as subassemblage tests, this was not a requirement of the code. Nevertheless, results have been included. 29 Full Scale Testing of WC Series Buckling -Restrained Braces Final Report By Pedro Romero, Ph.D., P.E. Assistant Professor Lawrence D. Reaveley, Ph.D., P.E. Professor Philip J. Miller Graduate Student Terry Okahashi Graduate Student May 15, 2007 Department of Civil & Environmental Engineering The University of Utah 122 South Central Campus Drive, Suite 104 Salt Lake City, UT 84112-0561 Executive Summary This report describes the results and analysis of tests performed on seven buckling -restrained braces manufactured by Star Seismic, LLC. The test were performed and the Structures and Materials Laboratory of the Department of Civil Engineering at the University of Utah during the spring of 2006. The cores of the test specimens were all made of structural steel and range in yield force size from 150 kips to 780 kips. The testing protocol was designed to exceed the criteria found in Appendix T of the March 2005 AISC-SEAOC Seismic Provisions for Structural Steel Buildings and the ICC Acceptance Criteria for Buckling Restrained Braces, (AC238 effective Nov 1, 2003). All specimens had inelastic deformation greater than 10 times the deformation at first significant yield of the steel core. All of the seven test specimens were able to meet the other requirements found in these documents. The final results are summarized below. Maximum Deformation in Maximum yielding section Cumulative Maximum Specimen of steel core Inelastic Compression to As a ratio of Displacement Tension Ratio deformation at first yield WC150 Brace 1 12.8 511 1.10 WC150 Brace 2 19.2 810 1.29 WC250 Brace 1 17.8 725 1.18 WC250 Brace 2 17.8 715 1.17 WC500 Brace 1 10.2 246 1.06 WC500 Brace 2 13.4 351 1.04 WC780 13.6 393 1 0.98 Disclaimer The role of The University of Utah is limited to testing and reporting results. It is the responsibility of Star Seismic LLC to determine, from the information provided as stated in this document, the capabilities of their brace to function in a manner consistent with any applicable standards. Star Seismic LLC maintains the responsibility of interpreting the statistical appropriateness of the use of the data. The University of Utah (Department of Civil and Environmental Engineering) is limited in this project to serving as a testing agency. Table of Contents Executive Summary.............................................................................................i Disclaimer............................................................................................................ ii Tableof Contents...............................................................................................iii Listof Tables.......................................................................................................v Listof Figures....................................................................................................A Listof Symbols.................................................................................................vii Listof Symbols.................................................................................................vii Introduction.........................................................................................................1 Test Specimen Information................................................................................2 Test Setup and Loading Protocols....................................................................5 Installation and Physical Setup......................................................................5 Determination of Yield Deformation..............................................................7 TestControls...................................................................................................8 Test Loading Protocols..................................................................................8 TestResults......................................................................................................10 Test Specimen Failure Observations..........................................................10 TestAnalysis.....................................................................................................11 BackboneCurve........................................................................................6...11 Comparisons to Acceptance Criteria..........................................................12 Appendix A: Test Results................................................................................13 WC150 Brace 1 Results................................................................................13 WC150 Brace 2 Results................................................................................16 WC250 Brace 1 Results................................................................................19 WC250 Brace 2 Results................................................................................22 WC500 Brace 1 Results................................................................................25 WC500 Brace 2 Results................................................................................28 WC780Brace Results...................................................................................31 Appendix B: Brace Drawings...........................................................................33 Appendix C: Material Test Report ...................................................................35 iv List of Tables Table 1 - Dimensions of steel core for the braces...........................................4 Table 2 - Yield deformation for braces.............................................................8 Table 3 - Test Protocols for each specimen....................................................9 Table 4 - Summary of results for each brace.................................................10 Table 5 - Failure Modes of Each Specimen Tested.......................................11 v List of Figures Figure 1 — Buckling Restrained Brace attached to the loading frame ............ 2 Figure 2 — Sketches of Buckling Restrained Brace testing setup ..................3 Figure 3 — Buckling Restrained Brace with LVDTs. The braces were installed 4" out of plum to simulate frame drift. The LVDTs were weldedto the brace.....................................................................................6 Figure 4 — Welded connection.................................:.........................................7 Figure 5 — WC backbone curve........................................................................11 vi List of Symbols E Modulus of elasticity of steel, 29,000 ksi Fy Specified minimum yield strength of steel used in brace cores, ksi Py Axial yield strength of steel core, kips LX Length of steel member x, inches bX Width of steel member x, inches tX Thickness of steel member x, inches Ax Area of steel section x (bx*tx), squared inches Kx Stiffness of member x, kips per inch R Compression strength adjustment factor s Strain, percent (0 Tension strength adjustment factor Ob Deformation quantity used to control loading of test specimen. In this report it refers to the steel core axial deformation, inches Obm Value of deformation quantity Ob corresponding to the design story drift, in this report it was taken to be 5.Ooby, inches Oby Value of deformation quantity Ob at first significant yield of the steel core, inches At Value of deformation of the steel core within the transition zone, inches DyZy Value of deformation of the steel core within the yielding zone, inches vii Introduction This report contains the results of axial tests conducted during the Spring of 2006 on a series of buckling -restrained braces (BRBs). The tests were performed at the Structures and Materials Laboratory (SML) of the University of Utah Department of Civil and Environmental Engineering and were witness by a representative from Smith Emery, LLC. A total of seven test specimens were provided by Star Seismic, LLC to be cyclically tested using the south frame of the SML. Star Seismic, LLC also furnished the top and bottom connection substructures used during this test. Material tests and quality control/assurance were not performed by the University of Utah and are not included herein. Connection details, member sizes, grades of steel, and other specifics on the BRB specimens is proprietary information and it is also excluded from this report. Test Specimen Information Seven buckling -restrained braces (BRBs) were provided by Star Seismic LLC for testing. Duplicate braces were designated as WC150, WC250, WC500, and a single brace was designated as WC780. This designation corresponded to their expected yield force in kips. The BRBs were approximately 18 feet long. This included the top and bottom portions that were welded to the loading frame connection. A picture of a brace inside the loading frame is shown in Figure 1. Figure 1 — Buckling Restrained Brace attached to the loading frame Two sketches of the setup are shown in Figure 2. The dimensions of the steel core at different locations within the brace are shown on Table 1. The drawings for each set of brace are shown in Appendix B. This information was provided by Star Seismic LLC. oil Hydraulic Actuator Subassembly Structure Cap Plate Steel Core, Yielding Zone Brace Load Cell Extension - Plate Transition Zone --, LVDT Measuremer Hydraulic Actuator .i N WE Test I specimen connection Tie- I Down Box .......... w3sx170 West Elevation Figure 2 — Sketches of Buckling Restrained Brace testing setup 38'-Ot6' 3 Table 1 — Dimensions of steel core for the braces Brace Designation WC150 WC250 WC500 WC780 Specified yield strength, Fy, ksi 41.4 39.9 39.9 39.9 Thickness 0.75 2 2 4 tKP, in C a Width 9 g g 18.5 a bkp, in Length 13 19 23 23 Lkp, in w Stiffness 15,058 27,474 22,696 93,304 KKP, kip/in # of Plates 1 1 2 4 Thickness 0.75 1 1 1 tp, i n Total Thickness 0.75 1 2 4 tT, in Width 10 10 10 10 °3 bTz, i n N c Length 14 14 14 14 `o ° �- co N Lrz in , Stiffness 15,536 209714 41,429 82,857 U i` KTz, kip/in th 4.90 5.75 5.75 4.88 o bYzd, i n N, N :a } Length LYz, i n 152.7 134.7 134.7 132.6 Stiffess KYz, 'kip/in 698 1,238 2,476 4,269 - } Notes:All values provided by Star Seismic LLC. Stiffness calculated as AE/L. 4 Test Setup and Loading Protocols Installation and Physical Setup The braces were attached vertically to the South Loading frame by welding the core extension into the subassembly gusset plate that was previously bolted to the loading frame actuator. To facilitate the installation, the ram was retraced to its maximum position. The braces were then hosted by chainfalls into its vertical position and the core extensions knifed onto the gusset plates. Before extending the ram, the upper welds were made, gap filling wedges installed, and the chainfalls removed. This left the brace in its natural plumb position. The brace was then lowered by the ram into its relative position on the lower gusset plate. A 1 inch gap was left between the edge of the gusset and the collar end plate. To simulate rotation of the brace in a frame, the braces were pulled out of plumb by displacing them 4 inches at the bottom. This meets the requirement of ANSUAISC 3421 Appendix T4. By rotating the brace out of plumb once the top is fixed, the condition of Loading the Brace with Constant Imposed Rotation shown in CT4 page 6.1-245 is met. The targeted deformation of the braces was to be 4". If the braces are installed in a frame at 45 degrees the deformation perpendicular to the axis of the braces would also be 4". Pulling the braces out of plumb by 4" simulates the rotation the braces would see if axially deformed 4". Two Linear Variable Differential Transducers (LVDTs) were externally mounted to the east and west side of the brace. The LVDT's were welded against the cap plates at the top and bottom of the brace. This ensured that the movement recorded by these devices corresponded to the deformation of the steel core within the brace. A picture of the LVDT setup is shown in Figure 3, with a closer look at the welded connection in Figure 4. I 1 I f � iL I E C H }I � f'� { E A Figure 3 — Buckling Restrained Brace with LVDTs. The braces were installed 4" out of plum to simulate frame drift. The LVDTs were welded to the brace. 0 i A- 7 77�rs Figure 4 — Welded connection Determination of Yield Deformation The brace deformation that corresponds to the first significant yield of the core, Oby, was determined based on the elastic deformation that occurs in both the transition zone and the yielding zone of the steel core. The core was modeled as three springs in series (two transition zones and one yield zone) each with a stiffness K. The yield deformation oby was determined as the sum of these three deformations (20Tz + Ayz). _ 2 1 Obv Py K + K r7 Y7 7 The yield deformation for each brace is shown on Table 2. Table 2 — Yield deformation for braces Brace Designation Yield Force Py, kips Deformation at first significant yield, inches Transition Yielding Total Brace Zones, OTz Zone, Dyz Oby WC150 152.1 0.020 0.218 0.238 WC250 229.4 0.022 0.185 0.207 WC500 458.9 0.022 0.185 0.207 WC780 778.8 0.019 0.182 0.201 Note: Yield force determined as FyAYz Test Controls The testing of the braces was done using a servo -hydraulic actuator with digital control (MTS TestStar Ilm). All tests were displacement controlled. Force readings were acquired from a load cell mounted between the hydraulic ram and the top substructure as shown in Figure 2. The displacements readings were acquired using two externally mounted LVDT's, one of which controlled the movement of the ram. All the data was collected in an electronic file and was later processed to arrive at the results shown on the next section. Test Loading Protocols The test loading protocols were programmed into the system so that precise displacements were obtained from the hydraulic ram. The deformations used in the test protocols were based on the brace deformation at first significant yield as defined in Appendix T, Section T6.3 of the 2005 AISC Seismic Provisions for Structural Steel Buildings as well as the 2003 Acceptance Criteria for Buckling - Restrained Braced Frame Subassemblages, AC238 from ICC Evaluation Services. The actual deformations used in the tests were larger than those required in both documents to ensure greater severity in terms of inelastic deformation. This is permitted under section T6.3 of the AISC Provisions. The requirements listed on those documents are shown on the top of Table 3 for comparison purposes. The loading sequence was applied to the test specimen at a rate of approximately 0.025 inches per second. E;3 Table 3 - Test Protocols for each specimen Step 1 2 3 4 5 6 7 v Cycles 2 2 2 2 2 As -- N needed a Ob/Oby(l) 1.00 2.50 5.00 7.50 10.0 7.5 v Cycles 6 4 4 2 As v needed Ob/Aby 1.00 2.50 5.00 7.50 5.00 -- Cycles 6 4 6 4 2 2 2 Ab 0.30 0.75 1.50 2.20 2.80 3.50 4.20 L V Ob/Oby 1.26 3.15 6.30 9.24 11.76 14.71 17.64 Ab-OTZ 128 3.35 6.79 10.00 12.75 15.96 19.17 DyZ(2) Cycles 6 4 6 4 2 4 2 Ab 0.30 0.70 1.40 2.00 2.60 3.30 3.90 v Ob/Oby 1.45 3.38 6.76 9.60 12.56 15.94 18.84 Ab-OTZ 1.50 3.66 7.45 10.69 13.94 17.72 20.96 DyZ Cycles 9 4 4 2 2 2 2 Ab 0.30 0.65 1.30 1.90. 2.50 3.10 3.75 Ln v M Ob/Oby 1.45 3.14 6.28 9.18 12.08 14.98 18.12 m Ab-OTZ 1.50 3.39 6.91 10.15 13.39 16.64 20.15 AyZ Cycles 6 4 4 2 2 2 2 Ab 0.25 0.65 1.30 1.90 1.30 1.90 2.50 Ln v M Ob/Oby 1.21 3.14 6.28 9.18 6.28 9.18 12.08 m Ab-ATZ 1.23 3.39 6.91 10.15 6.91 10.15 13.39 DyZ Cycles 6 4 6 4 2 2 2 Ab 0.25 0.70 1.30 1.90 2.50 3.20 3.70 ~ V Ob/Oby 1.24 3.48 6.46 9.45 12.44 15.92 18.41 Ab-OTZ 1.27 3.74 7.04 10.34 13.63 17.48 20.23 DyZ Note: (1) The requirements are listed in terms of Obm. For this work Oby = 5.ODbm (2) This quantity represents the ratio of Ob/Oby when Oby is considered the yielded core of the specimen only. 0 Test Results The results for each set of braces include the number of deformation cycles to failure, the corresponding deformation as a function of the specimen yield, the maximum cumulative inelastic displacement (CID) and the maximum compression to tension (C/T) ratio within a given cycle. The ICC 238 criterion requires 4 steps with a maximum deformation of 7.5 Ob/Oby and a CID of at least 140 at the end of the test. The ANSI/AISC criteria requires 5 steps with a maximum deformation of 10.0 Ob/Oby and a CID of at least 200 at the end of the test. Both documents require a maximum compression to tension ratio of 1.3 for each cycle greater than Ob = Oby. These results are summarized in Table 4. Plots showing the applied load history and applied load versus deformation are found in Appendix A. Table 4 — Summary of results for each brace Specimen Cycle at failure Maximum Maximum Maximum Deformation CID C/T Ratio Ob/Oby Ob-OTZ/DYZ WC150 1S cycle >11.7 >12.8 511 1.10 Brace 1 at step 6 WC150 1 st cycle >17.6 >19.2 810 1.29 Brace 2 after step 7 WC250 2n,cycle >15.9 >17.8 725 1.18 Brace 1 at step 7 WC250 2 nd cycle >15.9 >17.8 715 1.17 Brace 2 at step 7 WC500 1S cycle >9 2 >10.2 246 1.07 Brace 1 at step 5 WC500 2 nd cycle >12.1 >13.4 351 1.04 Brace 2 after step 7 WC780 1 S cycle > 12.4 > 1.3.6 393 0.98 at step 6 Test Specimen Failure Observations Two modes of failure were observed; one consisted in bulging of the outer tube and eventual failure of the wall and the second one was rupture of the yielding core. In one specimen the gusset plate weld failed. Bulging occurred at the top of the brace, closer to the hydraulic actuator. Tensile rupture was accompanied with a loud noise. Table 5 describes the failure mode for each brace tested. 10 Table 5 — Failure Modes of Each Specimen Tested Specimen Failure Mode WC150 Brace 1 Tension Failure of Core WC150 Brace 2 Tension Failure of Core WC250 Brace 1 Tension Failure of Core WC250 Brace 2 Tension Failure of Core WC500 Brace 1 Bottom Gusset Plate Weld Failure WC500 Brace 2 Bent Collar and Failed Wall at To WC780 Bent Collar and Failed Wall at To Test Analysis Backbone Curve The backbone curve was developed from the data for all braces based on the load at maximum deformation normalized to the yield load. This curve resulted in the following formulas. For tension, the regression equation is: co = 26.80E + 1.033 For compression, the regression equation is (op = 45.19E - 0.77. where w is hardening and c is strain. WC Backbone, Force @ Peak 0 a� m L = o Strain y = 26.798x + 1.0333 -3% -2% -1 % % 1 % 2% 3% 4 = y = 45.186x - 0.7691 ♦ Figure 5 — WC backbone curve 11 Comparisons to Acceptance Criteria The requirements of the AISC-SEAOC criteria are as follows: • Load vs. displacement history shall exhibit stable, repeatable behavior with positive incremental stiffness. • There shall be no fracture, brace instability or brace end connection failure. • For brace tests, each cycle to a deformation greater than Oby the maximum tension and compression forces shall not be less than the nominal strength of the core. • For brace tests, each cycle to a deformation greater than Oby the ratio of the maximum compression force to the maximum tension force shall not exceed 1.3. All of the seven braces conform to these criteria. 12 Appendix A: Test Results WC150 Brace 1 Results (150K S1) CID C/T Tension Force Kips LVDTav Step Cycle per cycle per step Cum. per step 0 0.00 1 1 1.683 10.09 1.68 10.09 0.766 163.33 2 1.687 3.37 0.723 177.86 3 1.676 5.05 0.725 179.66 4 1.676 6.72 0.717 180.94 5 1.686 8.41 0.732 179.17 6 1.677 10.09 0.741 179.16 2 7 10.287 41.07 20.37 51.16 0.726 182.09 8 10.263 30.64 0.717 182.05 9 10.266 40.90 0.737 182.85 10 10.257 51.16 0.783 185.01 3 11 24.494 146.96 75.65 198.12 0.857 198.34 12 24.506 100.16 0.825 212.74 13 24.506 124.66 0.826 217.09 14 24.486 149.15 0.834 220.38 15 24.485 173.64 0.855 218.72 16 24.485 198.12 0.865 217.01 4 17 37.884 151.50 236.00 349.62 0.908 224.28 18 37.855 273.86 0.918 231.65 19 37.883 311.74 0.942 234.51 20 37.876 349.62 0.947 238.17 5 21 49.431 98.87 1399.05 448.49 1.077 241.10 22 49.443 448.49 1.103 242.41 6 23 62.476 62.48 510.97 510.97 1.054 251.49 E 510.97 510.97 j Max 1.103 13 5 4 R7 a -3 -4 -5 Displacement Time History (East LVDT) (150k SP1) uAAAAAAAA 500 1 0 1 0 11 120'JO 1 5 11 �0'0 350 4C 00 V V V V V V V_ Time (sec.) Force -Displacement (LVDT average) (150k SP1) 300 -3 1 2 3 300 Displacement (in.) 14 600 500 400 A 300 U 200 100 Cumulative Inelastic Displacement (CID) (LVDT average) (150k SP1) 10 15 20 25 30 Cycle 15 WC150 Brace 2 Results (150K S2) CID C/T Tension Force Kips LVDTav Step Cycle per cycle per step Cum. per step 0 0.00 1 1 1.649 9.97 1.65 9.97 0.822 162.06 2 1.652 3.30 0.785 173.20 3 1.670 4.97 0.791 173.54 4 1.670 6.64 0.783 174.52 5 1.664 8.31 0.792 173.70 6 1.662 9.97 0.789 174.59 2 7 10.150 40.58 20.12 50.55 0.809 175.43 8 10.119 30.24 0.843 173.78 9 10.133 40.37 0.861 176.14 10 10.176 50.55 0.861 179.14 3 11 24.428 146.64 74.97 197.19 0.945 192.38 12 24.445 99.42 0.902 204.97 13 24.405 123.83 0.898 207.78 14 24.455 148.28 0.898 211.73 15 24.452 172.73 0.904 213.50 16 24.458 197.19 0.920 212.20 4 17 37.746 151.09 234.94 348.28 0.987 219.05 18 37.778 272.72 0.973 223.23 19 37.763 310.48 0.995 225.21 20 37.800 348.28 0.996 227.64 5 21 49.120 98.30 397.40 446.57 1.083 230.59 22 49.176 446.57 1.081 236.57 6 23 62.321 124.78 508.89 571.35 1.139 242.83 24 62.456 571.35 1.176 251.96 7 25 75.720 151.41 647.07 722.77 1.289 263.27 26 75.695 722.77 1.285 273.93 8 27 87.489 87.49 810.25 810.25 1.480 276.31 E 810.25 810.25 Max 1.289 16 W 5 4 3 -2 -3 -4 -5 Displacement Time History (East LVDT) (150k SP2) Time (sec.) Force -Displacement (LVDT average) (150k SP2) 588 400 2 -3 1 3 4 Sao Displacement (in.) 17 900 800 700 600 500 A U 400 300 200 100 Cumulative Inelastic Displacement (CID) (LVDT average) (150k SP2) 10 15 20 25 30 Cycle im WC250 Brace 1 Results (250K S1) CID C/T Tension Force Kips LVDTav Step Cycle .per cycle per step Cum. per step 0 0.00 1 1 1.788 10.59 1.79 10.59 0.711 264.50 2 1.760 3.55 0.783 248.53 3 1.756 5.30 0.787 248.27 4 1.748 7.05 0.806 246.26 5 1.761 8.81 0.796 249.91 6 1.774 10.59 0.786 249.90 2 7 9.371 37.55 19.96 48.13 0.815 251.18 8 9.392 29.35 0.851 259.47 9 9.387 38.74 0.834 270.68 10 9.396 48.13 0.832 276.63 3 11 22.709 136.22 70.84 184.36 0.899 297.00 12 22.727 93.57 0.883 310.57 13 22.699 116.27 0.893 318.74 14 22.702 138.97 0.896 319.61 15 22.694 161.67 0.881 319.53 16 22.692 184.36 0.897 325.27 4 17 34.094 135.69 218.45 320.05 0.944 331.73 18 33.741 1252.19 0.937 341.04 19 33.739 285.93 0.939 344.38 20 34.115 320.05 0.958 340.74 5 21 44.997 90.42 365.04 410.46 1.008 344.25 22 45.420 410.46 0.993 358.75 6 23 58.118 233.91 1468.58 644.38 1.040 367.69 24 58.621 1527.20 1.066 377.37 25 58.607 1585.81 1.071 386.35 26 58.568 1644.38 1.094 388.49 7 27 69.866 80.14 714.24 724.52 1.183 391.92 28 10.275 724.52 Max 1.183 E 724.52 724.52 19 5 4 3 A -2 -3 -4 -5 Displacement Time History (East LVDT) (25Ok SP1) Time (sec.) Force -Displacement (LVDT average) (25Ok SP1) see 4 -2 -1 2 3 4 Displacement (in.) 20 800 700 600 500 A 400 U 300 200 100 0 0 Cumulative Inelastic Displacement (CID) (LVDT average) (250k SP1) 5 10 15 20 25 30 Cycle 21 WC250 Brace 2 Results (250K S2) CID C/T Tension Force Ki s LVDTav Step Cycle per cycle per step Cum. per step 0 0.00 1 1 1.687 10.20 1.69 10.20 0.759 254.57 2 1.708 3.40 0.815 243.79 3 1.712 5.11 0.808 245.38 4 1.701 6.81 0.830 242.60 5 1.696 8.50 0.822 242.75 6 1.693 10.20 0.830 243.57 2 7 9.289 37.14 19.49 47.34 0.820 244.33 8 9.293 28.78 0.861 250.63 9 9.275 38.05 0.846 265.61 10 9.281 47.34 0.870 268.96 3 11 22.511 134.80 69.85 182.13 0.905 289.53 12 22.488 92.33 0.898 303.78 13 22.482 114.82 0.916 313.20 14 22.493 137.31 0.912 313.18 15 22.338 159.65 0.909 318.56 16 22.487 182.13 0.906 319.58 4 17 33.816 134.76 215.95 316.90 0.968 321.55 18 33.697 249.65 0.9471 337.19 19 33.835 283.48 0.969 334.16 20 33.413 316.90 0.965 332.27 5 21 45.478 90.98 362.37 407.87 1.019 343.64 22 45.497 407.87 1.025 348.65 6 23 58.708 234.88 466.58 642.75 1.068 356.86 24 58.741 525.32 1.061 368.95 25 58.735 584.05 1.088 375.20 26 58.691 642.75 .1.101 376.62 7 27 70.009 72.33 712.75 715.08 1.174 386.74 28 2.323 715.08 Max 1.174 E 715.08 715.08 22 a A -2 F14 -4 Displacement Time History (East LVDT) (250k SP2) Time (sec.) Force -Displacement (LVDT average) (250k SP2) Soo 4 -2 1 2 3 4 Displacement (in.) 23 800 700 600 500 A 400 U 300 200 100 Cumulative Inelastic Displacement (CID) (LVDT average) (250k SP2) 10 15 20 25 30 Cycle 24 WC500 Brace 1 Results (500K S1) CID C/T Tension Force Kips LVDTav Step Cycle per cycle per step Cum. per step 0 0.00 1 1 2.372 21.48 2.37 21.48 0.582 547.22 2 2.374 4.75 0.654 530.89 3 2.387 7.13 0.659 530.99 4 2.374 9.51 0.968 424.63 5 2.402 11.91 0.940 443.29 6 2.409 14.32 0.952 443.85 7 2.386 16.70 0.931 441.51 8 2.380 19.08 0.952 447.44 9 2.399 21.48 0.945 453.53 2 10 9.163 36.98 30.65 58.46 0.983 469.15 11 9.246 39.89 0.944 508.76 12 9.278 49.17 0.948 523.57 13 9.289 58.46 0.947 536.75 3 14 22.083 89.03 80.54 147.49 0.969 567.46 15 22.181 102.72 0.996 588.26 16 22.318 125.04 0.997 608.95 17 22.450 147.49 0.988 620.92 4 18 34.242 69.04 181.73 216.53 1.004 630.74 19 34.794 216.53 1.027 646.51 5 20 29.355 29.36 245.88 245.88 1.066 669.19 E 245.88 245.88 Max 1.066 25 1 C _2 —3 Displacement Time History (East LVDT) (500k SP1) A A A AAAAAI I I I I I I 0 00 OV V V 0 M 0 0 7 t 0 8000 9000 10 Time (sec.) Force -Displacement (LVDT average) (500k SPl) Displacement (in.) )00 26 300 200 A U 100 Cumulative Inelastic Displacement (CID) (LVDT average) (500k SPl) Cycle 20 25 27 WC500 Brace 2 Results (500K S2) CID C/T Tension Force,, Kips LVDTav Step Cycle per cycle per step Cum. per step 0 0.00 1 1 0.603 3.60 0.60 3.60 0.894 455.15 2 0.608 1.21 0.910 450.56 3 0.601 1.81 0.909 449.31 4 0.602 2.41 0.909 453.22 5 0.594 3.01 0.912 452.50 6 0.596 3.60 0.890 455.71 2 7 7.946 32.29 11.55 35.89 0.882 458.29 8 8.129 19.68 0.951 458.94 9 8.105 27.78 0.954 479.67 10 8.106 35.89 0.937 501.80 3 11 20.184 81.35 56.07 117.24 1.022 528.76 12 20.357 76.43 0.979 571.79 13 20.382 96.81 0.975 582.45 14 20.426 117.24 0.979 592.28 4 15 31.653 63.43 148.89 180.67 1.020 613.30 16 31.779 180.67 1.016 627.19 5 17 20.488 40.98 201.16 221.65 0.953 629.75 18 20.494 221.651 0.947 622.24 6 19 31.804 63.61 253.46 285.26 1.032 622.04 20 31.807 285.26 0.999 644.74 7 21 43.618 65.91 328.88 351.17 1.040 656.45 22 22.294 351.17 351.17 Max 1.040 E 351.17 W:? d WTi Displacement Time History (East LVDT) (500k SP2) Time (sec.) Force -Displacement (LVDT average) (500k SP2) Displacement (in.) 29 400 300 200 U 100 Cumulative Inelastic Displacement (CID) (LVDT average) (500k SP2) Cycle 20 30 WC780 Brace Results (780K S1) CID C/T Tension Force Kips LVDTav Step Cycle per cycle per step Cum. per step 0 0.00 1 1 0.835 5.06 0.84 5.06 0.893 764.37 2 0.855 1.69 0.869 799.69 3 0.843 2.53 0.856 816.31 4 .0.848 3.38 0.841 817.29 5 0.845 4.23 0.843 806.38 6 0.833 5.06 0.847 816.96 2 7 9.429 37.74 14.49 42.80 0.854 829.81 8 9.424 23.91 0.916 850.03 9 9.437 33.35 0.904 895.59 10 9.451 42.80 0.887 937.30 3 11 20.935 125.73 63.74 168.53 0.942 997.38 12 20.943 84.68 0.916 1041.05 13 20.959 105.64 0.923 1070.77 14 20.960 126.60 0.926 1082.11 15 20.967 147.57 0.918 1091.45 16 20.963 168.53 0.943 1074.32 4 17 32.364 129.51 200.89 298.04 0.978 1111.23 18 32.381 233.27 0.969 1135.02 19 32.379 1265.65 0.968 1148.09 20 32.384 298.04 0.979 1145.70 5 21 43.824 87.63 341.86 385.67 0.929 1170.13 22 43.808 385.67 0.787 1203.99 6 23 7.547 7.55 393.22 393.22 E 393.22 1393.22 1 1 Max 1 0.979 31 400 350 300 250 A 200 150 100 50 _2 Force -Displacement (LVDT average) (780k SPl) Displacement (in.) Cumulative Inelastic Displacement (CID) (LVDT average) (780k SP1) 10 15 20 25 Cycle 32 Appendix B: Brace Drawings W A Z y O E! N C9 A Ld FTI r- ID m r 0 z -+ m C n 2 = - 3 D a m H D F— A m 3 A N r- = 3 A= DDD r r -I p f l a 70 N cii � I I = s I I Qo I C rri n o x m N O zb ED C e Z Z = 0 p t7 C o p m o b z m 70 v r m < a Z N Gl (n �C a 2 m m70 as D M p z z � !i- 70 CO�7C m -I-4 a D L L �o o---17171 � tj 70 I 7 ' m I mI � � I I h d I r r h N ro P Z E n td If'l 0 V1 W m z f D C O I z :5 O ro ro Linh T M 0 I Z 3 h N D m fl C fl N D N �0N3 Ci N Oc ru I (7 f1 N 3 C _ Gl fl z IF Z 7�, M 00 � d tj ID Ln OD h 0 z m td D C-7 m ro 3 rD 7 n 6 6 n 0 3 rD LA O ZY td O n Q n ro 3 rD c-F I w ET O h 6 6 3/32 3/32 0 1 1 fTl m n n z z D to o h by Q fl .N+ Appendix C: Material Test Report 35 Sturm —EMERY LABORATORIES An Independent Commercial Testing Laboratory, Established 19o4 A4 _1%W_F To: ARGAN JOHNSON, JR Date: November 23, 2005 STAR SEIZMIC,. LLC Project No.: 35366-1 3070 RASMUSSEN ROAD # 260 Lab. ReportNo.: M05 - 336 ' PARK CITY, UT 84098 STAR SEISMIC, LLC TABLE I - ROOM -TEMPERATURE TENSION TEST RESULTS Tensile Pioperty Elon. Yield Point, Ult.Tensile Size Ht.# 2-in Gage psi psi 3/<-in Thick 400 - 9160 36 % 41,380 66,945 1.0-in Thick 400 - 9161 36 % 39,910 66,940 ASTM A 36 — 21%min 36,000 min 58,000-80,000 1. The stress -strain curves for specimens machined from the submitted samples identified in Table I exhibit a distinct yield point. The yield point is the first stress in a material, less than the maximum obtainable stress, at which an increase in strain occurs without an increase in stress. 2. The machined specimens from the material identified in Table I meets the tensile requirement for ASTM A 36 specification for Carbon Structural Steel. 9�Urw�t�N L P, F0qr - Prepared -By:.._.._.._ MT 1933 z Praful P. Patel, P.E FV. Ml/06 Metallurgical Engineer Brenda Holt From: Laura Lohman <laural@senecagroup.com> Sent: Monday, January 26, 2015 8:07 PM To: Jerry Hight J Cc: Brenda Holt; Laura Lohman Subject: Re: Museum of Flight Covered Airpark Permit Fees Jerry, Thanks. I will coordinate with Brenda. It seems that at least the 20 percent for shell and core only should apply here, and perhaps even more of a discount since we do not have walls or interior finishes if any kind, not even a mechanical system. I also appreciated that the ICC valuation table was described clearly as an average and guide, and not a fixed amount. Brenda, Can you give a look at my questions below? It would be great to review the most current version of the ICC Building Valuation table with you so that I can understand how the City's calculation was made. Thanks, Laura Lohman (206) 355-2261 On Jan 26, 2015, at 6:00 PM, Jerry Hight <Jerry. Hight@ TukwilaWA. gov> wrote: Laura, The city adopted the most current ICC Building Valuation Data table, it is updated twice a year. -->As for how the exact fee is calculated I will defer you to Brenda Holt our Permit Coordinator. Again, I do not believe our fee schedule allows for partial building evaluation breakouts for permit fees. Respectfully Jerry E Hight MCP Building Official I City of Tukwila 6300 Southcenter BLVD, Suite too I Tukwila, WA 98188 T: 2o6/431-3675 I F: 2o6/431-3665 ierry.Hightaa TukwilaWA.gov I http://www.TukwilaWA.gov The City of opportunity, the community of choice. **My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 * * From: Laura Lohman [mailto:laural@senecagroup.com] Sent: Monday, January 26, 2015 1:40 PM To: Jerry Hight Cc: Brenda Holt; Laura Lohman Subject: RE: Museum of Flight Covered Airpark Permit Fees Jerry, Nice talking with you this morning, and thanks for sending this on. A couple of questions/comments came up in my review of the attached, which are highlighted within and below: • The Building Valuation Data table on page 2 shows a square foot construction cost estimate of $165.99 for A-3 assembly spaces (museums), IB construction type, and there is a note ( c ) that shell only buildings should deduct 20%. This would suggest to me a square foot construction cost of $132.79, rather than the $185.45 that Bill Rambo referenced when he and our architect spoke on the phone. Can you take a look and see if you agree? The reference materials also walk through on page 1 an example which outlines how jurisdictions come up with the multiplier they apply to the square foot construction cost for the purposes of determining their permit fee calculations. Can you let me know what the City's multiplier is? It looks like it might be assumed to be 100% from the math provided by Bill Rambo below, but I would expect it to be somewhat less than that. Thanks very much, Laura Laura Haley Lohman Principaltable SENECA GROUP 1191 Second Ave., Suite 1500 1 Seattle, WA 98101 O 206-628-3150 1 D 206-808-7877 1 M 206-355-2261 www.senecagroup.com From: Jerry Hight[mailto:Jerry.Hight@TukwilaWA.gov] Sent: Monday, January 26, 2015 10:41 AM To: Laura Lohman Cc: Brenda Holt Subject: FW: Museum of Flight Covered Airpark Permit Fees Laura, Here is the link to the ICC website and the building data valuation we use. http://www.iccsafe.org/cs/Documents/BVD/BVD2014-02.pdf Let me know if you need anything else Jerry E Hight MCP Building Official I City of Tukwila 6300 Southcenter BLVD, Suite too I Tukwila, WA 98188 T: 2o6/431-3675 I F: 2o6/431-3665 Ierry.Hight a TukwilaWA.gov I http://www.TukwilaWA.gov The City of opportunity, the community of choice. **My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 * * From: Brenda Holt Sent: Friday, January 23, 2015 10:26 AM To: Jerry Hight Cc: Bill Rambo Subject: FW: Museum of Flight Covered Airpark Permit Fees Jerry, Can you please reply to Laura regarding how the valuation for the Airpark at the Museum of Flight will be calculated. See table #1 below in her email. They want to submit on Monday, January 26th and need to get checks cut. Thanks, Brenda From: Laura Lohman[mailto:laural(a)senecagroup.com] Sent: Friday, January 23, 2015 10:24 AM To: Brenda Holt Cc: Laura Lohman Subject: RE: Museum of Flight Covered Airpark Permit Fees Thanks so much Brenda. Do you have a sense of how quickly Jerry might have input for us? We are coming in on Monday to submit our permits, and are getting checks cut. Laura Haley Lohman Principal SENECA GROUP 1191 Second Ave., Suite 1500 1 Seattle, WA 98101 O 206-628-3150 1 D 206-808-7877 1 M 206-355-2261 www.senecagroup.com From: Brenda Holt Imailto:Brenda.Holt@TukwilaWA.govl Sent: Friday, January 23, 2015 7:38 AM To: Laura Lohman Subject: RE: Museum of Flight Covered Airpark Permit Fees Hi Laura, I will be deferring the building valuation to the building official, Jerry Hight. He will be the one to change the building valuation calculation. I will be forwarding your email to him for his response. Did you have permit fee questions on items #2 and #3? Brenda 3 From: Laura Lohman[mailto:laural(&senecagroup.com] Sent: Wednesday, January 21, 2015 10:36 AM To: Brenda Holt Subject: RE: Museum of Flight Covered Airpark Permit Fees Perfect. Thanks Brenda. Laura Haley Lohman Principal SENECA GROUP 1191 Second Ave., Suite 1500 I Seattle, WA 98101 O 206-628-3150 1 D 206-808-7877 1 M 206-355-2261 www.senecagroup.com From: Brenda Holt fmailto: Brenda. Holt@TukwilaWA.govl Sent: Wednesday, January 21, 2015 9:46 AM To: Laura Lohman Subject: RE: Museum of Flight Covered Airpark Permit Fees Hi Laura, Great to hear from you. I will look into the permit fees and how they will be calculated based on the uniqueness of the building. I will try and get back to you today, if not I will call you tomorrow. Brenda From: Laura Lohman [mailto:laural(a)senecagroup.com] Sent: Wednesday, January 21, 2015 9:34 AM To: Brenda Holt Cc: Laura Lohman Subject: Museum of Flight Covered Airpark Permit Fees Hi Brenda, I left you a voicemail earlier, hoping that we can touch base sometime today about how the City intends to assess building permit fees for the Covered Airpark, given how unique a project it is. Nathan Messmer, our architect, had an initial conversation with Bill Rambo yesterday, who walked Nathan through the calculations summarized below. I am concerned that the City's standard multiplier of $185.45/sf for this building type and occupancy may not be appropriate since our project is not a typical building, and since similar fees would be assessed again when the Museum comes back in the future to add the walls and interior improvements. I recognize that there is often a difference between a contractor's cost estimate and the City's assumption for permit calcs, but in my experience it is rarely off by a significant margin. In this case, our actual construction cost estimates are significantly lower (25%) than the estimated value when applying the multiplier * building area. Can you take a look and give me a call to discuss how we should proceed? Thanks very much. #1. BUILDING PERMIT (per 1/20 conversation with Bill Rambo, City of Tukwila Permit Technician): BUILDING VALUE AMOUNT EXPLANATION Construction Estimate $16,510,672.00 or Construction Application Only Tukwila Calculated Total 24,849,841.80 or A3, 113: $185.45/sf * area (134,724sf) FOR PERMIT FEE $20,706,372,80 alculated Total minus Foundation Value ($4,143,469) FEE AMOUNT UE AT ALCULATION Permit Fee $97,924.75 ssuance 5chedule attached Washington State Surcharge 4.50 ssuance Technology Fee 4,896.24 ssuance % of Permit Fee Non -Structural Plan Review Fee 63,651.09 ubmittal 5% of Permit Fee Structural Plan Review Fee 22,277.88 3ubmittal 5% of Non -Structural Plan Review Fee TOTAL DUE AT PERMIT SUBMITTAL $85,928.97 3ubmittal TOTAL DUE AT PERMIT ISSUANCE 102,825.49 ssuance GRAND TOTAL 188,754.46 #2. FOUNDATION PERMIT (per 1/20 conversation with Bill Rambo, City of Tukwila Permit Technician): FOUNDATION VALUE AMOUNT XPLANATION Construction Estimate $4,143,469.00 or Construction Application and Fees FOR PERMIT FEE $4,143,469.00 FEE AMOUNT UE AT ALCULATION Permit Fee $23,220.05 ssuance chedule attached Washington State Surcharge 4.50 ssuance Technology Fee 1,161.00 ssuance % of Permit Fee Non -Structural Plan Review Fee 15,093.03 3ubmittal 5% of Permit Fee Structural Plan Review Fee 5,282.56 3ubmittal 5% of Non -Structural Plan Review Fee TOTAL DUE AT PERMIT SUBMITTAL $20,375.59 3ubmittal TOTAL DUE AT PERMIT ISSUANCE 24,385.55 ssuance GRAND TOTAL 44,761.14 #3. PUBLIC WORKS PERMIT (per 1/20 conversation with Bill Rambo, City of Tukwila Permit Technician): PUBLIC WORKS VALUE AMOUNT XPLANATION Construction Estimate $826,016.00 or Public Works Permit Application and Fees FOR PERMIT FEE $826,016.00 FEE AMOUNT UE AT ALCULATION Permit Issuance/Inspection Fee $13,890.24 ssuance ichedule attached, #6 Grading Permit Review Fee 391.00 ssuance Norksheet attached, #8 Washington State Surcharge 4.50 ssuance Technology Fee 714.06 ssuance % of #6 and #8 from Worksheet Application Base Fee 250.00 ubmittal chedule attached, #1 Plan Review Fee 13,890.24 ubmittal Norksheet attached, #4 Grading Plan Review and Permit Fees 73.75 ubmittal Norksheet attached, #5 TOTAL DUE AT PERMIT SUBMITTAL $14,213.99 ubmittal TOTAL DUE AT PERMIT ISSUANCE 14,999.80 Issuance xcluding Pavement Mitigation Fees, Other GRAND TOTAL I 29,213.79 I (Permits and Additional Fees Total Permit Costs Estimate: # FEE AMOUNT EXPLANATION 1 Building Permit Grand Total 188,754.46 See above 2 Foundation Permit Grand Total 44,761.14 See above 3 Public Works Permit Grand Total 29,213.79 See above 4 Fire Impact Fee 78,140.00 $580/1,000 GSF Retail 5 Parks Impact Fee 56,450.00 $419/1,000 GSF Retain TOTAL $397,319.50 <Tukwila Permit Fee Matrix_2105-01.26.pdf> Sellen REQUEST FOR INFORMATION 7075. - MUSEUM OF FLIGHT- COVERED AIRPARK Date: 01/19/2016 TO: ELIAS GARDNER SRG PARTNERSHIP, INC. EGARDNER@SRGPARTNERSHIP.COM ORIGINATED BY: SELLEN CONSTRUCTION CO., INC. A(V ISPage FROM: JENNA SHOPE SELLEN CONSTRUCTION CO., INC. JENNA.SHOPE@SELLEN.COM SUBJECT: Low Strength Concrete Test Results @ 1-Line Column Blockouts RESPONSE DUE: 01/26/2016 DRAWING #: SPEC SECTION: RFI #: 81 Priority: REQUEST The concrete for the braced frame column blockouts along 1-line returned a low break strength result of 3280 psi @ 28 days and 3490 psi @ 56 days (4000 psi @ 28 days is the required strength). Test results attached. Please advise if this is acceptable? Note: Location on the Mayes Report is noted as'column blockouts at grid lines K, and 1/13' but the date of this pour was the location noted above (braced frame blockouts along 1-line). SUGGESTION: IMPACT: Impacts Y(es) or N(o): Schedule - N Cost - N Description: RESPONSE ACCEPTABLE IN THIS LOCATION — NO EXCEPTIONS TAKEN. Date: 1/21/16 From: Derek Beaman Firm: MKA CC: 227 Westlake Avenue North T: (206) 682 7770 PO Box 9970 ( F: (206) 623 5206 Seattle, WA 98109 E: info(asellen.com RECEIVF;D JAN262M BUILDING DEPARTMENT www.sellen.com City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 4/1/2016 NATHAN MESSMER 110 UNION ST STE 300 SEATTLE, WA 98101 RE: Permit No. D15-0018 MUSEUM OF FLIGHT - AIRPARK 9303 E MARGINAL WAY S Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 5/10/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 5/10/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D15-0018 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 March 30, 2016 Bill Rambo Permit Technician City of Tukwila, Building Department 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Subject: Permit Revision Submittal #4 Building Permit Application Number D15-0018 The Museum of Flight — Covered Airpark - 9229 E Marginal Way S SRG ARCHITECTURE, INC Dear Mr. Rambo, 621 SW MORRISON, SUITE 200 This letter accompanies the Building Permit Revision Submittal for The Museum of Flight's Covered PORTLAND, OREGON 97205 Airpark project (Permit Application Number D15-0018). This letter includes a clarification of revisions 503 222 1917 on revised submitted sheets, where changes have been clouded and tagged referencing "ASI 014," dated 25 March 2016. Please reference sheets G101 and A101 highlighting the following revisions: 110 UNION, SUITE 300 SEATTLE, WASHINGTON 98101 BUILDING DEPARTMENT: 206 973 1700 1. Layout of artifact aircraft and exhibit infrastructure, including components not included in this SRGPARTNERSHIP,COM Building Permit, has been updated to show the Museum's anticipated final configurations. This layout is shown for reference only in the Life Safety Plan. Revised egress pathways are still expected to conform to code and life safety requirements. Egress gate and fence configuration at the southeast corner of the Airpark has been revised, as the previous alignment conflicted with an existing utility vault and bollard infrastructure adjacent to the Space Gallery. The new configuration is still expected to conform to code, fire and life safety requirements. An additional sliding cantilever gate assembly has been added at the northwest perimeter fence, to meet the Museum's operational needs. The gate assembly will supplant a segment of removable chain link fence, and is anticipated to match existing sliding cantilever gates at the south perimeter of the Airpark. We appreciate your continued attention to our project. Please contact me at 206-973-1685 if you have any questions. Please note that the previous primary contact for this project, Nathan Messmer, is currently away on a paternity leave of absence. Sincerely, RECEIVED CITY OF TUKWILA lias Gardner, LEED AP MAR 30 2016 Designer Cc: Nathan Messmer, AIA, Architect, SRG Partnership PERMIT CENTER Laurie Haag, Chief Operations Officer, The Museum of Flight Laura Lohman, Principal, Seneca Group REVISION'NO.- .. �k5-00 18 January 29, 2016 Bill Rambo Permit Technician City of Tukwila, Building Department 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Subject: Response for Correction Letter #1 to Revision Submittal #3 SRG Building Permit Application Number D15-0018 The Museum of Flight — Covered Airpark - 9229 E Marginal Way S SRG ARCHITECTURE, INC Dear Mr. Rambo, 621 SW MORRISON, SUITE 200 This letter accompanies the Building Permit Revision Submittal in response to Correction Letter #1 to PORTLAND, OREGON 97205 Revision Submittal #3 for The Museum of Flight's Covered Airpark project (Permit Application Number 503 222 1917 D15-0018). This letter includes narrative responses to questions posed by the Building Department, and a clarification of revisions on previously submitted sheets. Please reference sheet S512 and South 110 UNION, SUITE 300 Entry Canopy Calculations, provided for reference by the Structural Engineer, and glass canopy product SEATTLE, WASHINGTON 98101 information, Glass Load Resistance Report, and compliance letter, provided for reference by the glass 206 973 1700 canopy Manufacturer, highlighting the following clarifications: SRGPARTNERSHIP.COM BUILDING DEPARTMENT: For the new steel and glass canopy at the south perimeter of the building, referenced in Revision Submittal #3, the Structural Engineer has provided a framing plan, attachment details, and supporting calculations, for your reference. The Manufacturer of the accompanying relite system has also provided a narrative and calculations supporting canopy design load criteria, as well as product information. The canopy will be sloped sufficiently to drain away from the building to a drip edge. We appreciate your continued attention to our project. Please contact me at 206-973-1695 if you have any questions. Sincerely, -- RECEIVED CITY OF TUKWILA Nathan Messmer, AIA CORRECTION Architect JAN 29 2016 TR#.._� L— Cc: Laurie Haag, Chief Operations Officer, The Museum of Flight PERMIT CENTER Laura Lohman, Principal, Seneca Group M REV1S'10N-,N0,.-' D ls-00 18 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director January 20, 2016 NATHAN MESSMER 110 UNION ST STE 300 SEATTLE, WA 98101 RE: Correction Letter # 1 to Revision #3 DEVELOPMENT Permit Application Number D15-0018 MUSEUM OF FLIGHT - AIRPARK - 9303 E MARGINAL WAY S Dear NATHAN MESSMER, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: KC ELLIS at 206-431-3677 if you have questions regarding these comments. • Provide structural calcs for the south canopy attachment to the existing structure, and the installation manual for the south canopy relite system i.e. satisfying the City of Tukwila minimum design criteria, drainage and overflow details at south canopy. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, G s Bill Rambo Permit Technician File No. D15-0018 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 SRG ARCHITECTURE, INC December 21, 2015 Bill Rambo Permit Technician City of Tukwila, Building Department 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Subject: Permit Revision Submittal #3 REVISION NO, * -ft- Building Permit Application Number D15-0018 The Museum of Flight — Covered Airpark - 9229 E Marginal Way S Dear Mr. Rambo, 621 SW MORRISON, SUITE 200 This letter accompanies the Building Permit Revision Submittal for The Museum of Flight's Covered PORTLAND, OREGON 97205 Airpark project (Permit Application Number D15-0018). This letter includes a clarification of revisions 503 22Z 1917 on revised submitted sheets, where changes have been clouded and tagged referencing "ASI 010," dated 15 December 2015. Please reference sheets G101, C302, C402, C502, C602, 1-1.00, L3.00, 110 UNION, SUITE 300 L4.00, L4.01, L4.10, L5.00, L5.01, A100, A101, AF101, A411, A412, A501, A504 and A505 SEATTLE, WASHINGTON 98101 highlighting the following revisions: 206 973 1700 BUILDING DEPARTMENT: SRGPARTNERSHIP.COM 1. The positioning of O.F.O.I. portable modules at the west perimeter has been revised to accommodate the Museum's operational needs. Adjacent chain link fence post and concrete paving configurations have been revised. 2. New egress gates, a personnel gate, and sliding cantilever gate assemblies have been added to meet the Museum's operational needs, and existing egress pathways have been revised following an adjustment to the Museum's expected aircraft layout. Revised egress conditions are still expected to conform to code and life safety requirements. 3. A new steel and glass canopy has been introduced at the south perimeter, to accommodate the Museum's operational needs and augment the patron experience. The configuration of chain link fence posts and gates, fire lane striping, storm drain locations, and concrete paving at the south perimeter has been revised. Grading has been revised to maintain an accessible pathway between the Covered Airpark and the existing Space Gallery. 4. New bollards have been introduced at the west, south and east perimeters. 5. Concrete seating walls have been introduced at the east perimeter. Adjacent planting and irrigation configurations have been revised. We appreciate your continued attention to our project. Please contact me at 206-973-1695 if you have any questions. Sincerely, Nathan Messmer, AIA Architect R EZ C, F" W 4 F) CITY Chi~ 'E UrK" ILA DEC 2.1 2D15 PERMIT CENTER Cc: Laurie Haag, Chief Operations Officer, The Museum of Flight Laura Lohman, Principal, Seneca Group D I t5 41 00 City of Tukwila Department of Community Development 11 /2/2015 NATHAN MESSMER 110 UNION ST STE 300 SEATTLE, WA 98101 RE: Permit No. D15-0018 MUSEUM OF FLIGHT - AIRPARK 9303 E MARGINAL WAY S Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/7/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/7/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, c Bill Rambo Permit Technician File No: D15-0018 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 October 21, 2015 Megan Parsons Permit Technician City of Tukwila, Building Department 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Subject: Permit Revision Submittal #2 SRG Building Permit Application Number D15-0018 The Museum of Flight — Covered Airpark - 9229 E Marginal Way S SRG ARCHITECTURE, INC Dear Ms. Parsons, 621 SW MORRISON. SUITE 200 This letter accompanies the Building Permit Revision Submittal for The Museum of Flight's PORTLAND, OREGON 97205 Covered Airpark project (Permit Application Number D15-0018). This letter includes a 503 222 1917 clarification of revisions on revised submitted sheets. 110 UNION, SUITE 300 SEATTLE, WASHINGTON 98101 BUILDING DEPARTMENT: 206 973 1700 1. After the initial Building Permit was issued, the Museum's exhibition and operations SRGPARTNERSHIP.COM staff have since revised the expected quantity and location of owner -furnished, owner -installed portable storage containers at the west perimeter of the Airpark. These containers are expected to be non-combustible modified shipping containers, and are expected to store maintenance and operations supplies, unused exhibit materials, and aircraft restoration parts and equipment. The containers will not be occupied, and will be supplied with a lockable roll -up door at the interior (east) side. We have updated chainlink fence locations and have verified that the containers will not impede exterior or interior circulation or egress. Please reference sheets A100 and A101 highlighting these revisions. We appreciate your continued attention to our project. Please contact me at 206-973-1695 if you have any questions. Sincerely, Nathan Messmer, AIA Architect REVISION. NO.--'I- Cc: Laurie Haag, Chief Operations Officer, The Museum of Flight Laura Lohman, Principal, Seneca Group D 1s1- oo 18 RECEIVED CITY OF TUKWILA OCT 21 2015 PERMIT CENTER i September 30, 2015 Megan Parsons Permit Technician City of Tukwila, Building Department 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 REVISION NO,,.--L Subject: Permit Revision Submittal #1 SRG Building Permit Application Number D15-0018 The Museum of Flight — Covered Airpark - 9229 E Marginal Way S SRG ARCHITECTURE, INC Dear Ms. Parsons, 621 SW MORRISON, SUITE 200 This letter accompanies the Building Permit Revision Submittal for The Museum of Flight's PORTLAND,OREGON 97205 Covered Airpark project (Permit Application Number D15-0018). This letter includes a 503 222 1917 clarification of revisions on revised submitted sheets. 110 UNION, SUITE 300 SEATTLE, WASHINGTON 98101 BUILDING DEPARTMENT: 206 973 1700 1. After the initial Building Permit was issued, the Museum's exhibition design team has SRGPARTNERSHIP.COM since revised their expected aircraft layout in the Covered Airpark. We have updated egress pathways and exit signage to ensure the new layout meets life safety requirements — please reference sheet G101 highlighting these revisions. 2. Because of the revised aircraft layout, electrical floor boxes underneath large aircraft were also relocated. Please reference sheet A101 for these revisions. 3. Because of the revised aircraft layout, the configuration of portable restroom modules at the west side of the Airpark has been revised. The expected modules remain the same as described in the initial Building Permit, and continue to meet accessibility requirements. Please reference sheet A101 and A411 for this revision. 4. Some of the electrical equipment previously located on elevated platforms has been relocated to ground -level, to improve operational access and mitigate voltage drop inefficiencies. Where equipment isn't provided with lockable housing, we have added a metal screen assembly to secure equipment from tampering and for aesthetic purposes. Please reference sheet A101, A411 and A503 for this revision. We appreciate your continued attention to our project. Please contact me at 206-973-1695 if you have any questions. Sincerely, RECEIVED CITY OF TUKWI' A SEP 3 0 2015 Nathan Messmer, AIA Architect PERMIT CENTER Cc: Laurie Haag, Chief Operations Officer, The Museum of Flight Laura Lohman, Principal, Seneca Group t) 1 0 0 April 21, 2015 Megan Parsons Permit Technician City of Tukwila, Building Department 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Subject: Response for Correction Letter #1 SRG Building Permit Application Number D15-0018 The Museum of Flight — Airpark - 9229 E Marginal Way S SRG ARCHITECTURE, INC Dear Ms. Parsons, 621 SW MORRISON, SUITE 200 This letter accompanies the Building Permit Revision Submittal in response to Correction Letter PORTLAND,OREGON 97205 #1 for The Museum of Flight's Covered Airpark project (Permit Application Number D15- 503 222 1917 0018). This letter includes narrative responses to questions posed by the Building department, 110 UNION, SUITE 300 and a clarification of revisions on revised submitted sheets. SEATTLE, WASHINGTON 98101 2069731700 BUILDING DEPARTMENT: SRGPARTNERSHIP.COM 1. Because of existing site conditions, accessible parking we are providing is on the shortest accessible route of travel to an accessible building entrance. Parking spaces closer to the entrance are impacted by drainage of up to 4% slopes and their use would require demolition, re -grading and re -paving of the majority of the existing Space Gallery parking facility. We have provided a revised accessible parking layout, with notation clarifying where/why parking in closer proximity to the entrance is not an option. 2. Please reference revisions to sheet A100, clarifying parking counts for the Space Shuttle Gallery facility and Covered Airpark facility separately. 3. Please reference revisions to sheet G101, outlining specifications, spacing and installation instructions for egress pathway illuminated markings meeting IBC 1024.4. We appreciate your continued attention to our project. Please contact me at 206-973-1695 if you have any questions. Sincerely, CORRECTION Nathan Messmer, AIA LTR# Architect Cc: Laurie Haag, Chief Operations Officer, The Museum of F RECEIVED Laura Lohman, Principal, Seneca Group b � OF TUKWILA APR 21 2015 1b 0013 ` PERMIT CENTER April 2, 2015 Mr. Bill Rambo City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188-2544 MAGNUSSON KLEMENCIC ASSOCIATES Derek M. Beaman, P.E., S.E. President RECEIVED CITY OF TUKWILA Subject: Boeing Museum of Flight Covered Airpark APR 0.6 2015 Tukwila, Washington PERMIT CENTER Re: Change of Engineer of Record Structural Permit Numbers D15-0017 (foundation) and D15-0018 (superstructure) Dear Mr. Rambo: The Boeing Museum of Flight Covered Airpark project, for which Magnusson Klemencic Associates (MKA) is providing structural engineering services, has been submitted to the City of Tukwila for structural permit. When the documents were submitted, they were signed and sealed by Mr. Greg Briggs, P.E., S.E., who was the engineer of record at that time. Between that time and today, Mr. Briggs resigned from MKA and is no longer with the firm. During Mr. Briggs' work on the design, I was MKA's "designated engineer' as defined in Washington State professional licensing laws. So, since Mr. Briggs is no longer able to serve in the role of engineer of record, it is natural that I personally assume that role and all associated responsibilities. I have reviewed the design calculations and documents and am in a position to assume responsible charge for the structural design. My Washington State P.E. and S.E. license number is 39683. We request that your records for this project reflect this change. Should you have any questions or need additional information, please do not hesitate to contact me at (206) 215-8332. Thank you. Sincerely, Magnusson Klemencic Associates, Inc. Derek M. Beaman dbeaman@mka.com DMB/Is cc: Nathan Messmer, AIA, SRG Partnership, Inc. L:\MoF-W estAi rCover\corresp\Rambo_DMB-EO RDuties_2015-04-02_Itr.doc �tiSOW � 39663 4- �o��`rs1ONAL Structural + CMI Engineers 1301 Fifth Avenue, Suite 3200 Seattle, Washington 96101-2699 T: 206 292 1200 F: 206 292 1201 w-Aw.rnka.com City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director April 06, 2015 NATHAN MESSMER 110 UNION ST STE 300 SEATTLE, WA 98101 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0018 MUSEUM OF FLIGHT - AIRPARK - 9229 E MARGINAL WAY S Dear NATHAN MESSMER, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. "Accessible parking spaces shall be located on the shortest accessible route of travel from adjacent parking to an accessible building entrance. Where buildings have multiple accessible entrances with adjacent parking, accessible parking spaces shall be dispersed and located near the accessible entrances." (The proposed accessible parking is located too far from the entrances.) "Wherever practical, the accessible route shall not cross lanes of vehicular traffic. Where crossing traffic lanes is necessary, the route shall be designated and marked as a crosswalk." There are spaces that are located much closer to the entrances where it would be practical and feasible to provide accessible parking. However the plan shows new accessible parking spaces to be located further out into the parking lot which is not acceptable per the code. Revise the plan to show the accessible parking closest to the main entrances for the Airpark. (IBC 1106.6) 2. Where more than one parking facility is provided on a site, the number of parking spaces required to be accessible shall be calculated separately for each parking facility. For clarification, show the number of required accessible parking provided (in a table on the plan) for the new Airpark facility separately to the Space Gallery calculated at 2% of the total required parking. (IBC 1106.1 and TABLE 1106.1) 3. I could not find any specifications or details for the egress pathway illuminated markings as previously discussed last year. Provide specific details identifying types and location of markings with manufactures installation specifications and show on the Life Safety Plan. If applicable provide specifications for other additional methods of exit pathway illumination. (IBC SECTION 1024) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. Kann c,,;+, -#Inn � 1a7,,..L;t H ovIQQ � PL �?nx If? y ax7n � r. )n.< Ita i aMKc In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3670. Sincerely, Megan P ns Permit Technician File No. D15-0018 63nn.Cnwhcen.ter Roulevnrd Suite #100 * Tukwiln Wnshinomn 9R/RR • Phnne 206-431-3670 • Fnx 206-431-3665 ReidMiddleton May 26, 2015 File No. 262015.005/00304 Mr. Jerry Hight, City Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review —Deferred Submittal The Museum f Flight -Buckling Restrained Braises and Connections (D15-018) Dear Mr. Hight: We reviewed the items enclosed in deferred submittals for compliance with the structural provisions of the 2012 International Building Code (IBC) and the previously reviewed structural drawings. The submittals included: 1. Design drawings and calculations for buckling -restrained braces and connections by Star Seismic. Special inspections by a qualified special inspector should be provided. Please refer to our letter for the Super Structure Phase, dated May 26, 2015, for further information. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. T - Senior Engineer cc: Nathan Messmer, SRG Partnership, Inc. (by e-mail) Derek Beaman, Magnusson Klemencic Associates (by e-mail) Kimberley Robinson, Star Seismic (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by e-mail) EVERETT Bill Rambo, City of Tukwila (by e-mail and surface mail) 728134th Street SW Suite 200 Jerry Hight, City of Tukwila (by e-mail) Everett, WA 98204 iA\26\p1anrevw\tukwi1a\15003M.do6adf 425 741 3800 www.reidmiddleton.com ReidMiddleton May 26, 2015 File No. 262015.005/00303 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Foundation Submittal The Museum of Flight — Super Structure (D 15-0018) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International. Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments relating to the super structure submittal. The comments below do not require a response from the permit applicant. Revised structural sheets were submitted in response to our initial plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. Note that revised structural sheets were submitted for all of the original structural sheets. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: RECEIVED 1. Concrete mix designs. CITY OF TUKWILA 2. Buckling Restrained Braces and Connections. MAY 18 2015 Geotechnical special inspections. Special inspections and tests by the geotechni RMIT,CENTER engineer should be provided as recommended in the geotechnical report by Geo Engineers, dated November 17, 2014. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Construction dewatering, where applicable. 4. Installation of steel piles. See also IBC Section 1705.7 and Structural Special 728134T 2834th Street SW Inspection below. Site 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila May 26, 2015 File No. 262015.005/00303 Page 2 5. Verification of steel pile capacities. See also IBC Section 1705.7. 6. Placement of structural fill and soil compaction at the slab -on -grade floors. 7. Verification of soil -bearing capacity. 8. Installation of foundation subsurface drainage system. 9. Placement and compaction of backfill at pile caps and grade beams. Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated steel structure and steel buckling - restrained braces, will be fabricated by registered and approved fabricators. The following is a summary: 1. Installation of steel piles: continuous. See also IBC Section 1705.7, Geotechnical Special Inspection above. 2. Concrete placement at concrete construction, including concrete pile caps, grade beams and slabs on grade: continuous. See also IBC Section 1705. 3. Reinforcement at concrete construction, including concrete pile caps, grade beams and slabs on grade: periodic. See also IBC Section 1705.3. 4. Welding of concrete reinforcement other than at the seismic force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. 5. Welding of concrete reinforcement at the seismic force -resisting system: continuous. See also Item 2 of IBC Table 1705.3 and Item 2.b.2 of IBC Table 1705.2.2. 6. Installation of steel anchor bolts/rods in concrete: periodic. See also IBC Sections 1705.3 and 1705.11. 7. Installation of headed studs in concrete: periodic. See also IBC Section 1705.1.1. 8. Installation of concrete expansion, adhesive and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 9. Adhesive installation of concrete reinforcement, where applicable: : in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. See also IBC Section 1705.1.1. 10. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. 11. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. 12. Welding of structural steel members for single -pass fillet welds (maximum 5/16- inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 360-10 Section N5. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila May 26, 2015 File No. 262015.005/00303 Page 3 13. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch): continuous. See also IBC Sections 1704.2.5 and 1705.2. 14. Installation of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2. 15.On-site welding of structural steel at prefabricated steel structure for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Section 1705.2. 16. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch): continuous. See also IBC Section 1705.2. 17. On -site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. See also Item 5.a.6 of IBC Table 1705.2. 18. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. 19. High -strength bolting of structural steel members, slip -critical, where applicable: continuous. See also IBC Section 1705.2, Section N5.6 of AISC 360-10, and RCSC Section 9.3. 20. Installation and fastening of prefabricated open -web steel joists and joist girders: periodic. See also IBC Sections 1704.2.5 and 1705.2. 21. Installation of prefabricated steel buckling -restrained braces: periodic. See also IBC Sections 1704.2.5 and 1705.1.1. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete, including concrete pile caps, grade beams and slabs on grade for specified compressive strength, f,', air content and slump. See IBC Sections 1705.3, 1901.2, ACI 318 Section 5.6. 2. Pile Dynamic Load Testing results. Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor, owner or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in special reinforced concrete shear walls, where applicable. See also IBC Sections 1705.12.1 and 1901.2, and Section 21.1.5.2 of ACI 318-11. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila May 26, 2015 File No. 262015.005/00303 Page 4 2. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D I A for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS DI A-98. 3. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 4. Submittal of certificates of compliance from the fabricators of prefabricated open -web steel joists and joist girders at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.2 and 2207.5. 5. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 6. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V- notch toughness of 20 ft-lbf at minus 20 degrees-F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees-F as determined by Section A3.4a. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.2.2 and 4.1.1.3 of AWS D1.1-08. 7. Submittal of test reports from the manufacturers verifying that W-shaped structural steel members with flange thicknesses of 1-1/2 inches or greater that are specified as elements of the seismic force -resisting system have a minimum Charpy V-notch toughness of 20 ft-lbf at 70 degrees-F tested in accordance with ASTM A 673 using specimens taken from the alternate core location. See also IBC Section 2205.2.2, Sections 2 and 6.3 of AISC 341-05, Section A2 of AISC 360-05, and Sections 1.8 (Supplementary Requirement S30) and 14.1 of ASTM A6-04a. 8. Submittal of test reports from the manufacturers verifying that structural steel plates of 2 inches in thickness or greater that are specified as elements of the seismic force -resisting system have a minimum Charpy V-notch toughness of 20 ft-lbf at 70 degrees-F tested in accordance with ASTM A 673. See also IBC Section 2205.2.2, Sections 2 and 6.3 of AISC 341-05, Section A2 of AISC 360- 05, and Sections 1.8 (Supplementary Requirement S5) and 14.1 of ASTM A6- 04a. 9. Submittal of certificates of compliance from the fabricators of prefabricated steel buckling -restrained braces at the completion of fabrication. See also IBC Section 1704.2.5.2. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila May 26, 2015 File No. 262015.005/00303 Page 5 10. Submittal of certificates of compliance from the fabricators of prefabricated open web steel joists and joist girders at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. The section of the structural notes on structural observation, Sheet S003, specifies structural observation by the structural engineer. Enclosed are three sets of the drawings, the geotechnical report, project specifications and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. CIA Corbin Hammer, P.E., S.E. Senior Engineer cc: Nathan Messmer, SRG Partnership, Inc. (by e-mail) King Chin, GeoEngineers (by e-mail) Derek Beaman, Magnusson Klemencic Associates (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by surface and e-mail) iAplan review\tukwila\15\t003r3.doc\cmh Reid iddleton Reed iddleton April 24, 2015 File No. 262014.005/00201 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal The Museum of Flight — Super Structure (D 15-001) 1S - UO 1 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the architect, geotechnical engineer and structural engineer respond and resubmit two full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. The following is a summary. Note that this information is provided in the Foundation Permit Letter (D15-0017) dated April 15, 2015 and is repeated below: a. Installation of steel piles: continuous. See also IBC Section 1705.7, Geotechnical Special Inspection above. b. Concrete placement at concrete construction, including concrete pile caps, grade beams and slabs on grade: continuous. See also IBC Section 1705.3and Structural Test below. c. Reinforcement at concrete construction, including concrete pile caps, grade beams and slabs on grade: periodic. See also IBC Section 1705.3. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila April 24, 2014 File No. 262014.005/00301 Page 2 d. Welding of concrete reinforcement other than at the seismic force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. e. Welding of concrete reinforcement at the seismic force -resisting system: continuous. See also Item 2 of IBC Table 1.705.3 and Item 2.b.2 of IBC Table 1705.2.2. f. Installation of steel anchor bolts/rods in concrete: periodic. See also IBC Sections 1705.3 and 1705.11. g. Installation of headed studs in concrete: continuous. See also IBC Section 1705.1.1. h. Installation of concrete expansion, adhesive and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. i. Adhesive installation of concrete reinforcement, where applicable: continuous. See also IBC Section 1705.1.1. j. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5, and Structural Submittal below. k. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 3 60- 10 Section N5. 1. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 360-10 Section N5. in. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch): continuous. See also IBC Sections 1704.2.5 and 1705.2. n. Installation of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2, and Structural Submittal below. o. On -site welding of structural steel at prefabricated steel structure for single - pass fillet welds (maximum 5/16-inch): periodic. See also IBC Section 1705.2. p. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch): continuous. See also IBC Section 1705.2. q. On -site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. See also Item 5.a.6 of IBC Table 1705.2. r. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. Reid ddleton' Mr. Hight, Building Official City of Tukwila April 24, 2014 File No. 262014.005/00301 Page 3 s. High -strength bolting of structural steel members, slip -critical, where applicable: continuous. See also IBC Section 1705.2, Section N5.6 of AISC 360-10, and RCSC Section 9.3. t. Installation and fastening of prefabricated open -web steel joists and joist girders: periodic. See also IBC Sections 1704.2.5 and 1705.2, and Structural Submittal below. u. Installation of prefabricated steel buckling -restrained braces: periodic. See also IBC Sections 1704.2.5 and 1705.1.1, and Structural Submittal below. 2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary. Note that this information is provided in the Foundation Permit Letter (D 15-0017) dated April 15, 2015 and is repeated below. a. Testing of concrete, including concrete pile caps, grade beams and slabs on grade for specified compressive strength, f,', air content and slump. See IBC Sections 1705.3, 1901.2, ACI 318 Section 5.6. b. Pile Dynamic Load Testing results. 3. Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor owner or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4 and 107.3.4.1. The following is a summary. Note that this information is provided in the Foundation Permit Letter (D 15-0017) dated April 15, 2015 and is repeated below. a. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in special reinforced concrete shear walls, where applicable. See also IBC Sections 1705.12.1 and 1901.2, and Section 21.1.5.2 of ACI 318-11. b. Submittal of reports of material properties from the manufacturers verifying compliance with AWS DI A for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS D1.4-98. Reid Uliddleton Mr. Hight, Building Official City of Tukwila April 24, 2014 File No. 262014.005/00301 Page 4 c. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. d. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. e. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at minus 20 degrees-F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees-F as determined by Section A3.4a. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.2.2 and 4.1.1.3 of AWS D1.1-08. f. Submittal of test reports from the manufacturers verifying that W-shaped structural steel members with flange thicknesses of 1-1/2 inches or greater that are specified as elements of the seismic force -resisting system have a minimum Charpy V-notch toughness of 20 ft-lbf at 70 degrees-F tested in accordance with ASTM A 673 using specimens taken from the alternate core location. See also IBC Section 2205.2.2, Sections 2 and 6.3 of AISC 341- 05, Section A2 of AISC 360-05, and Sections 1.8 (Supplementary Requirement S30) and 14.1 of ASTM A6-04a. g. Submittal of test reports from the manufacturers verifying that structural steel plates of 2 inches in thickness or greater that are specified as elements of the seismic force -resisting system have a minimum Charpy V-notch toughness of 20 ft-lbf at 70 degrees-F tested in accordance with ASTM A 673. See also IBC Section 2205.2.2, Sections 2 and 6.3 of AISC 341-05, Section A2 of AISC 360-05, and Sections 1.8 (Supplementary Requirement S5) and 14.1 of ASTM A6-04a. h. Submittal of certificates of compliance from the fabricators of prefabricated steel buckling -restrained braces at the completion of fabrication. See also IBC Section 1704.2.5.2. Vertical 4. For the calculations of the truss members, including the mega truss and the long span roof joists, the calculations provided typically show the demand to capacity ratios for the truss members but output is not provided that shows the applicable controlling load combinations or the forces in the members. Additionally, the SAP output provided for the design of the long span roof trusses does not show the member sizes. Additional information documenting the loading of the truss Reid Middleton Mr. Hight, Building Official City of Tukwila April 24, 2014 File No. 262014.005/00301 Page 5 members, the forces in the members for the load combinations, and the member sizes should be submitted for review. 5, Detail 28/5502 shows the typical truss interior connection. In this detail it shows that the gusset plates for the truss connections are typically welded to the flange of the truss chord members. The detail provided does not appear to address conditions where the depth of the truss chord is similar to the depth of the intersecting web member. For example, where the bottom chord is a W14X193 and the intersecting web member is a W 14X 176 the 1/4" gusset plate shown in 14/5503 would not align as shown as depicted in 28/5502. The details for the connections of the truss members may need to be revised to accommodate conditions that differ from the condition shown in 28/5502. Lateral 6. Along Grid 11 there is a row of BRBF's that is tied into the end of the mega truss. The top connection where the truss connects to the column and to the BRBF is a moment connection and is intended to act as a drag strut to transfer lateral loads into the frame members. Based on the analysis provided, it is unclear how much gravity load is being imposed on the BRBF's as the result of loading of the mega truss. Additional information should be provided documenting the amount of force in the BRBF's as the result of gravity loading from the truss. 7. Based on a review of the Star Seismic calculations, dated March 12th, 2015, it appears that many of the calculated compression strength adjustment factors (P) and strain hardening adjustment factors (c)) are higher than were used in the calculations for the anticipated brace demands on connection elements shown on page 4.3-5 of the calculations. Provide additional documentation that the current design complies with the higher R and co factors. 8. Based on a review of Sheets S203 and 5002, it appears that the metal roof diaphragm design is not compete. The drawings do not document the required types of connections, minimum gage of the metal deck, or the minimum deck section properties. The drawings should be revised to provide a fully designed and detailed metal deck diaphragm. 9. Based on a review of the information provided, it is not clear what the specified stiffness factor, KF, is for each of the BRBF's in the analysis model. Provide additional substantiating data documenting the actual KF's that are used for each Reid idd( 6 Mr. Hight, Building Official City of Tukwila April 24, 2014 File No. 262014.005/00301 Page 6 of the BRBF's in the analysis model. 10. The analysis provided does not supply complete output for the design of the BRBF's. The output that has been provided for the design of the braces and column members typically only provides the axial force in the members without information pertaining to the load cases that were used to determine the forces. Additional information pertaining to the analysis of the BRBF's should be provided for review. The information should include applicable load cases and the output forces for the members in the frames; this should include the axial forces in brace members and the axial and bending forces in the beams and columns. 11. The information provided in the analysis does not appear to document the anticipated building drift. Provide additional substantiating data documenting the anticipated building drifts. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M Hammer, P.E., S.E. Senior Engineer cc: Nathan Messmer, SRG Partnership, Inc. (by e-mail) Derek Beaman, Magnusson Klemencic Associates (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by surface and e-mail) is\plan review\tukwil05\t003r1.doc\cmh Reid Viiddleton City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director January 29, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D15-0018 Museum of Flight - Airpark Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. Sincerely, Bill Rambo Permit Technician encl File: D15-0018 WAPermit Center\Structural Review\D15-0018 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 9 Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 [FILE COPS' Memo MAGNUSSON YYhKLEMENC1C ASSOCIATES Structural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 W: v .mka.com TO Corbin Hammer, P.E., S.E. DATE 5/8/2015 FROM Derek M. Beaman, P.E., S.E. PAGE 1 OF 3 PROJECT Museum of Flight Covered Airpark PROJECT # 99321.00 SUBJECT Responses to Superstructure Permit Review Comments (D15-001) U1'�' _= 0 Magnusson Klemencic Associates (MKA) has reviewed the Building Permit Plan Review (Superstructure) comments dated April 24, 2015. A copy of these comments is attached for reference. Below are MKA's responses to each of the review comments, which complement the revised drawings that are submitted. along with, this document. General Comment 01(a - 4: Refer to the revised sheet S003, which was submitted with the responses to the foundation review comments (D15-0017), on which the changes outlined in this comment have been incorporated. In addition, (3) additional full-size copies of this sheet have been included with this response. Comment #2(a, b): Refer to the revised sheet S003, which was submitted with the responses to the foundation review comments (D15-0017), on which the changes outlined in this comment have been incorporated. In addition, (3) additional full-size copies of this sheet have been included with this response. Comment #3(a - h): Refer to the revised sheet S003, which was submitted with the responses to the foundation review comments (D15-0017), on which the changes outlined in this comment have been incorporated. In addition, (3) additional full-size copies of this sheet have been included with this response. Vertical Comment#4. Included with this transmittal are supplemental calculations for the mega truss and one typical roof joist that provide from the analysis software the requested information concerning the load cases and combinations considered, the controlling forces in each member (and the combination that generated those forces), and the sizes of each member. Comment#5.• This situation was raised as a Request for Information (RFI) from the steel fabricator. Included with this transmittal is MKA's response to RFI 019 that provided direction on how this situation is to be addressed when it occurs. This detail and the appropriate references to it have been incorporated into the drawing set on sheets S503 and S504; (3) full-size copies of these sheets have been included with this response. Lateral Comment#6: AISC Seismic Provisions for Steel Buildings section F4.3 states "Buckling -restrained braces shall not be considered as resisting gravity forces." MKA is aware that in its pre -yielded state the brace will take a proportion of the gravity load that enters the column at Grid M.5-1 1 at the roof level. However, during the design seismic event, when the brace is called upon to yield, the brace will shed any gravity load to the adjacent column and cycle hysteretically in a stable fashion. Hence, the initial gravity loading at the roof is immaterial since the RECEIVE[ load -displacement behavior of the brace will reset to a new zero point after its first inelastic hysteretic cycle. CITY OF TUK% MAY 2 $ 201 PERMIT CEN' Memo MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers 1301 Fifih Avenue, Suite 3200 Seattle Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 W: www.mko.com Page 2 Also note that the Megatruss was analyzed as a determinate structure; the design thereof does not rely on stiffness or strength provided by the braced frame members, with the exception of the axial strength and stiffness of column M.5-11. For reference purposes, MKA has evaluated the extent of the gravity load in the brace (BRB (13.00)) that frames into the joint at roof level at Grid M.5-11. The gravity load in the brace is 104 Kips, which is 22 percent of the brace yield strength. Comment#7.- Included in the supplemental calculations that accompany this transmittal is a summary of the strain hardening adjustment factors (w) and compression strength adjustment factors (R) for each BRBF brace member as provided to MKA by Star Seismic on April 30, 2015. The Star Seismic calculations, dated March 12, 2015, give factors that were used in the design of the BRB gusset plates. These values, while appropriate for design of the gusset plates, do not represent values appropriate to the determination of anticipated brace strengths and the interaction of the braces on the surrounding BRBF. A comparison is drawn between the values from Star Seismic and those initially assumed by MKA. It is observed that some values indicate higher anticipated brace strengths than initially assumed. Where such is the case, MKA has validated that the other members of the BRBF system, including foundations, anchorage to foundations, and columns, are adequate to resist the demands from LRFD load combinations including amplified seismic loads from the braces. See attached for a sample calculation demonstrating the validation process for a column at Grid G-1 . Commentif& Refer to revised sheets S002 and S203 which have been updated to reflect a fully -designed and detailed metal deck diaphragm, complete with deck type, minimum gage, and options for fastener type and pattern. Three (3) full-size copies of these sheets have been included with this response. Comme&09: Included in the supplemental calculations that accompany this transmittal is a summary of the stiffness factors (KF) assumed in the braced frame analysis performed by MKA. Also attached is the table provided by Star Seismic on April 30, 2015, at the request of MKA, which defines the KF's of the BRBF brace members. A comparison is drawn between the values from Star Seismic and those initially assumed by MKA. It is observed that the stiffness of members of the SFRS was overestimated by between 4% and 10%. MKA maintains that the variation between the assumed and actual KF's does not invalidate the BRBF design results since all values trended downward in similar fashion and the building response parameter of seismic force acting on a specific brace line is relatively insensitive to brace stiffness along that line. Note that the drift results reported in response to Comment # 1 1 reflects a revised analytical model that incorporates the Star Seismic KF values. Comment #10: Included with this transmittal are supplemental calculations for the SFRS that indicate load cases and load combinations considered in the design of the BRBs. BRB demands are also provided. Braces were designed in accordance with AISC Seismic Provisions for Steel Buildings section F4. With regard to other members part of the BRBF, section F4 states "The required strength of columns, beams, and connections in BRBF shall be based on the load combinations in the applicable building code that include the amplified seismic load. In determining the amplified seismic load, the effect of horizontal forces including overstrength, Emh, shall be taken as the forces developed in the member assuming the forces in all braces correspond to their adjusted strength in compression or in tension." Hence, the demand on the BRBF columns is Memo MAGNUSSON KLEMENCIC ASSOCIATES Strudural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 W: www.mka.conn Page 3 driven by BRB anticipated strengths. The axial forces applied in the EQ load case for BRB column design reflects this effect. See section 4.4 of the Permit Calculations for information pertaining to BRBF column design. With the brace configurations selected, BRBF beams do not experience a significant net increase in axial or bending forces resulting from braced frame action. F4 states "It is permitted to neglect flexural forces resulting from seismic drift in this [BRBF member demand] determination." Therefore, the design of the BRBF beams is governed by bending moments due to gravity forces and collector demands amplified by the overstrength factor no. See section 4.5 of the Permit Calculations for information pertaining to BRBF beam design. Comment #77: Included in the supplemental calculations that accompany this transmittal is a summary of the anticipated building drifts and a diagram indicating where the drift results are tracked (the center of seismic mass at the roof). Note that all drifts from seismic load combinations are less than the code limit of 2%. Drifts from wind load combinations are 0.3% at a maximum. The table provides the drifts at the center of mass for all load combinations. Also annotated on the plan diagram are the maximum drifts in each direction at each of the corners of the roof. DMB/kjk L:\MoF-WestAirCover\corresp\Museum of Flight Covered Airpark_Responses to Superstructural Permit Review Comments 2015-05-07 memo.docx eERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0018 DATE: 03/30/16 PROJECT NAME: MUSEUM OF FLIGHT - AIRPARK SITE ADDRESS: 9303 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 4 after Permit Issued DEPARTMENTS: kT Af ffil� Af Lk-ILA-10 C PL- H 4`1-1/0 Building Division Fire Prevention Planning Division A-f Lt�p Pu lic WIN Structural Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 03/31/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/28/16 Approved Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0018 DATE: 01/29/16 PROJECT NAME: MUSEUM OF FLIGHT - AIRPARK SITE ADDRESS: 9303 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 X Revision # 3 after Permit Issued DEPARTMENTS: �a po- tk� Building Division a Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 02/02/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/01/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: .DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 "ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0018 DATE: 12/24/15 PROJECT NAME: MUSEUM OF FLIGHT - AIRPARK SITE ADDRESS: 9303 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 3 after Permit Issued DEPARTMENTS: V(E cowz �y Building Division I�1" ` I' J % �� r Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: A,i& Af Fire Prevention Structural ❑ CPL- 0 Planning Division Permit Coordinator ❑ DATE: 12/24/15 Structural Review Required ❑ DATE: DUE DATE: 01/21/16 Approved ❑ Approved with Conditions ❑ Corrections Required 5;;;r Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ((�� CORRECTION LETTER MAILED: Departments issued corrections: Bldg 4 Fire ❑ Ping ❑ PW ❑ Staff Initials: ue% — 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0018 DATE: 10/21/15 PROJECT NAME: MUSEUM OF FLIGHT - AIRPARK SITE ADDRESS: 9303 E MARGINAL WAY S Original Plan Submittal Response to Correction Letter # DEPARTMENTS: As P& W-)-) --r s Building Division im MY\ W( 0111 Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Revision # before Permit Issued X Revision # 2 after Permit Issued AM Aio tt—q- c T Fire Prevention 10 Structural ❑ Planning Division X Permit Coordinator 10 DATE: 10/22/15 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/19/15 Approved Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 eERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0018 DATE: 09/30/15 PROJECT NAME: MUSEUM OF FLIGHT - AIRPARK SITE ADDRESS: 9303 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: � G -6-l5` Atj� NIA CPL NA Building Division Fire Prevention Planning Division Publ+ 60�-15- blic Wofks I Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 10/06/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: 11/03/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/1 R/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0018 DATE: 04/21/15 PROJECT NAME: MUSEUM OF FLIGHT - AIRPARK SITE ADDRESS: 9229 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: AtA /twc, 6� �S Building Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 04/23/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/21/15 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 13 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0018 DATE: 01/26/15 PROJECT NAME: MUSEUM OF FLIGHT - AIRPARK SITE ADDRESS: 9229 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: BuiqAing Division 9m,q Af2frK Public Works IN PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in RevielxS) Notation: NrA -W)L- LAIS115 Fire Prevention Structural Planning Division Permit Coordinator DATE: 01/29/15 Structural Review Required ❑ DATE: DUE DATE: 02/26/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only ' L 1 Lt 1� CORRECTION LETTER MAILED: L4 Departments issued corrections: Bld Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 _ry - PROJECT NAME: _ c4O / p � i-A&r&A'PERMIT NO: -b SITE ADDRESS: ORIGINAL ISSUE DATE: REWSRON LOG REVISION DDATE RECEIVEDD STAFF ISSUED DATE STAFF 141®. _ INITD S II�1 DAL summary of Revision:) i t von -I- C ct e q e C V �Gc ASS tas Received bv: _ REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. IN IT LS INITIALS a-- - - -i Summary of Revision: 8 dr 2 Received by: kpiease print) REVISIONDATE NO. RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS �:l Summar of Revisio Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: �k.�NE � (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS � Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 03/30/2016 Plan Check/Permit Number: D15-0018 Response to Incomplete Letter # Response to Correction Letter # Revision # 4 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Museum of Flight - Covered Airpark 9229 E Marginal Way S Contact Person: Elias Gardner Summary of Revision: Phone Number: (206) 973-1685 Sheet G101: - Updated layout of artifact aircraft and exhibit infrastructure, shown for reference. Lightly revised egress pathways. Sheet A101: - Additional sliding cantilever gate assembly located at northwest of Airpark perimeter, to meet Museum operational needs. - Revision to gate and fence configuration at southeast corner of Airpark, where previous alignment conflicted with existing utility infrastructure adjacent to Space Gallery. New configuration expected to conform to code, fire and life safety requirements. Sheet Number(s): G 101, A101 "Cloud" or highlight all areas of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on date . RECEIVED CITY OF TUKW1U-:. MAR 3 0 2016 PERMIT CENTER H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta Date: 01 /29/2016 Plan Check/Permit Number: D15-0018 Response to Incomplete Letter # ✓ Response to Correction Letter # 1 ✓ Revision # 3 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight - Covered Airpark Project Address: 9229 E Marginal Way S Contact Person: Nathan Messmer Summary of Revision: Phone Number: (206) 973-1695 Sheet S512: - Steel canopy framing plan and attachment details, dated 15 December 2015, provided for reference. South Entrance Canopy Calculations: - Steel canopy structural design criteria clarifications and calculations, dated 27 January 2016, provided for reference Glass Load Resistance Report: - Canopy glass relite system design criteria calculations, dated 29 January 2016, provided for reference. Lacey Glass Glass Canopies: - Canopy glass relite system product information, provided for reference. Compliance Letter: - Canopy glass relite system supporting narrative, dated 29 January 2016, provided for reference. RECEIVED CITY OF TUKWILA JAN 2 9 ,2016 Sheet Number(s): S512 PERMIT GENTER "Cloud" or highlight all areas of revision including date of revisions n Received at the City of Tukwila Permit Center by: N— Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 12/15/2015 Plan Check/Permit Number: D15-0018 Response to Incomplete Letter # Response to Correction Letter # v/ Revision # 3 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight - Covered Airpark Project Address: 9229 E Marginal Way S Contact Person: Nathan Messmer Summary of Revision: Phone Number: (206) 973-1695 Revised configuration of chain link fence posts and gates at north, west, south and east perimeters (Sheets G 101, A 100, A101, A411, A412, A501, and A504); Revised egress pathways per revised expected aircraft layout (Sheet G 101); Revised positioning of OFOI portable modules at west perimeter (Sheets G 101, A100, A 101, and A411); Revised paving and striping configurations at south and west perimeters (Sheets C302, C402, L1.00, A100, AF101, A411, and A504); Revised grading, planting, irrigation and utility configuration at south and east perimeters (Sheets C502, C602, L4.00 L4.01, L4.10, L5.00, L5.01); New entry canopy at south perimeter (Sheets A 10 1 and A504); New bollards at west, south and east perimeters (Sheets A 100, A411, and A505); Cam' M Tt'+WOLA New seating walls at northeast perimeter (Sheets A100, L1.00, L3.00, L4.00, L4.01, L5.00, L5.01). TEC 2 L 2015 ... .:.I . Sheet Number(s)• G101, C302, C402, C502, C602, L1.00, L3.00, L4.00, L4.01, L4.10, L.500, L5.01, A100, A101, AF101, A411, A412, A501, A504, A505 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: f�44. Entered in Pen son H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: littp://Nvww.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10/21/2015 Plan Check/Permit Number: D15-0018 Response to Incomplete Letter # Response to Correction Letter # v/ Revision # 2 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight - Covered Airpark Project Address: —91-29 E Marginal Way S Ct30-11 Contact Person: Nathan Messmer Phone Number: (206) 973-1695 Summary of Revision: Sheet A 100 Site Plan - Revised locations of 01.0.1. portable storage containers at west perimeter. Sheet A 101 Level I Floor Plan: - Revised locations and dimensions of O.F.O.I. portable storage containers at west perimeter. ASCENIM CCTV OF T't1K " A Wr 2 12015 PERMITCENTER Sheet Number(s): A100, A101 "Cloud" or highlight all areas of revision including date of revision c Received at the City of Tukwila Permit Center by: Entered in Permits Plus on -S H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.p-ov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 09/30/2015 Response to Incomplete Letter # Plan Check/Permit Number: D15-0018 Response to Correction Letter # v/ Revision # t after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight - Covered Airpark Project Address: 9229 E Marginal Way S Contact Person: Nathan Messmer Phone Number: (206) 973-1695 Summary of Revision: Sheet G 101 Life Safety Plan: - Revised aircraft layout and egress routes Sheet A 101 Level 1 Floor Plan: - Revised electrical floor box locations per revised aircraft layout. - Revised configuration of O.F.O.I. portable restroom modules. - Corrected and clarified dimensions at structural grids - Revised configuration of electrical equipment, with added screen assembly at west. Sheet A411 Enlarged Plans and Elevations - Restrooms: - Revised configuration of 01.0.1. portable restroom modules. - Revised configuration of electrical equipment, with added screen assembly. Sheet A503 Details - Equipment Screens: - Screen assembly details provided for on -ground electrical equipment. Sheet Number(s): G 101, A101, A411, A503 "Cloud" or highlight all areas of revision including date of revisio C Received at the City of Tukwila Permit Center by: entered in Permits Plus on �V ( 5— ME•f:.Es a " 0111TY OF t'i;teMMA 3 0 2015 .0ERA41T CENTER H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: lin://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 4 21 2,0/'�' Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight D15-0018 Project Address: �jJ 9229 E Marginal Way S Contact Person: /(�G,>'Mah 174ee . mel- Phone Number: Z�IO 973 /�9 5 Summary of Revision: Shea t91loD - s 4e, !Plan - /?Pvl'c>od alinp.ss;Re- narkl'Ai laiiduf w►'Jti h� �7'd✓� t: lar14viAA t.,/tiarP /t,✓L 10af :I� 0 iA rloier ii -AYI'm lA rSyiof `'�n a�cPs��'ble oofio� Shee 4- 6 /0l - / ire Su-�e �lil �lah Mar kt/IA /117Y)fWa4704 t'/ Ild Ia T f i /* 'ra-1/)nC Sheet Number(s): 1!!� / "Cloud" or highlight all areas of Pil WE including date of re is RECEIVED c CI1Y OF T'Utomt-A Received at the City of Tukwila Permit Center by: N--Entered in TRAKiT on LA,—> I — PERM 17. CENTEA WAPermit CenteATemplatesTormARevision Submittal Form.doc Revised: March 2014 SELLEN CONSTR CO INC Page 1 of 6 Search L&I Home Inicio e,n Espanol Contact. Safety Washington State Department of Labor & Industries SELLEN CONSTR CO INC Owner or tradesperson REDMAN, RICHARD C Principals REDMAN, RICHARD C BADGER, WILLIAM B DICKERT, DENNIS A CARLSON, LORI L HAFENBRACK,CHARLES BARRETT, ROBERT E BOYESON, WILLIAM R MCCLESKEY, ROBERT P, PRESIDENT WAINHOUSE, WILFRED T, VICE PRESIDENT REDMAN, SCOTT B, VICE PRESIDENT NULPH, KURT F, SECRETARY AVERY, JOHN N (JACK), TREASURER HART, GARY D, TREASURER A-2Index Help &iv Secure I.8,1 Claims & Insurance Workplace Rights Trades & Licensing 227 WESTLAKE AVE N PO BOX 9970 SEATTLE, WA98109 206-682-7770 KING County WA UBI No. Business type 578 006 698 Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. .................. Meets Meets current requirements. License specialties GENERAL License no. SELLEC*372N0 Effective — expiration 08/20/1963— 06/01 /2017 Bond ................ FIDELITY & DEP CO OF MARYLAND $12,000.00 Bond account no. 30268657 Received by L&I Effective date 02/21/2002 02/01/2002 Expiration date Until Canceled Insurance .............................. American Contractors Indem CO $5,000,000.00 Policy no. GL15ABC00038 https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=578006698&LIC=SELLEC*372NO&SAW= 6/10/2015 I FIRE & LIFE SAFETY LEGEND Assumed Property Line —'—'—'—"—"— Security Fence: 8 feet tall, chain link Path of Egress, w/ self -luminous, photoluminescent :2 directional markings (per IBC 1024.4) placed at 5' on center along path. Typical directional marking Basis of Design is American Permalight, Inc. Anti-skid Dots: photoluminescent with chevron, 4" diameter, 83-40119; applied with floor suitable primer (3M Safety -Walk Primer, 83-0781) and edge sealing compound (3M Edge Sealing Compound, 83-0782). r190' Distance to Nearest Exit Along Path of Egress Life Safe 1 /16" = V-0" r.1 d' M T_ T cr) 0 0 N u7 M NOTES Required: Occupancy: A3 - Assembly Exhibit Gallery and Museum Occupant Load',Factor: 30 net sf per occupant Net Area (within security fence): 140,963 square feet Allowable Occupants: 4,699 Egress Sizing: 0.2 inches per occupant Total Egress Width Required: 940 inches Maximum Common Path of Egress: 75 feet Maximum Exit Access Travel Distance: 200 feet Proposed Posted Max Occupancy: Provided: (29) 36 inch doors = 1,044 inches 195 feet maximum 1,000 21 REVI WED FOR CODE COMPLIANCE APPROVED. APR 19 2016 r Of TukvA OUI'LDINCa DIVISION RECEIVED j APR 0 8 2016 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 3 0 2016 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM rswu`� �x n -------------------- sue'; RICHARD ZIEVE - ATE OF WASHINGTON Building Permit Drawing Title LIFE SAFETY PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 D15-0018 04/21/15 Correction Letter #1 2 D15-0018 09/30/15 Permit Revisions #1 3 ASI010 12/15/15 4 ASI014 03/25/16 Drawn by Author Checked by Checker Date 02/11/16 Project No 214012 Consultant Project No Owner Project No Drawing No I N F Existing— — Space Gallery Level 1 1/16" = V-0" 7 N M 7 co CD 0 N N co XSxx 20 21 20'x8'x8' portable storage container 1 3 19 O.F.O.I. typ, Manufacturer -modified 1 17 18 shipping container, w/ painted steel A3o1 A301 16 Vertical rai leader enters shell assembly, louver vent, interior 15 slab at co ner, painted to lighting, 5'-0" metal roll -up door and 4 13 14 mat �fu�e— ^� lock assembly to be accessed from A411 12 within airpark. Stored components expected to include maintenance & / p 1 0 11 236'-9 318.' operations supplies, exhibit materials, 9 Edge of concrete ad and aircraft restoration parts & $ 234'-s" clear openi g +1- 42'-o" cantilever gate / g p I / A411 - equipment. Ea. approx. 160 s.f. Q 00 per Civil, see AF101 __. _ — �.. -8118 Terminate chain link fence w/ 1 - e nate c a 1 EQ _—_ -8118" _ _ —.. .._ — — A321 9 cfl 1 3 — _ _ fence post spacm....... / _ / _ end post adjacent to storage 2 — _ — — — '-s 11s —.-- — �- .. _ - o 0 o I __ ..P- _....... - — — — _ _ _ �� N container, typ. Sim. 5/A411 1 _ _ _ — — — — — '-811s ......... L. / I .... L..._ _ .. _ ..._ .. _ _. — — / / °° 47 -4 114" ... . ...... / I — Sim. 23 8 118" / 2 — 23 8118 / ............ _ — _ / A412 _ -5(0 Vertical rainleader enters slab I — — — ,%� ` ._;j, Provide sliding cantilever M at corner, painted to match I / I — — ---- _ — A412 / / 5 p I — — — — — _ — �— ` — — _ _ — _ — —'� / Ev , / , (1) multiple sta I toilet m dule, no -plumbed, chainlink gate assemblies N structure — — — — �— — _ — _ _ — — — _ _ — — — — / I I insulated and ondition d, fixtur meeting code to provide 40'-0" min. clear _—. required cle ances an mounti g heights, O.F.O.I, when open. _ 6'_3'� A i n exterior face of I ____ _ ,y/ _ 4 _ t clear opening"'' A411 �ontainer to Grid:rine typ I ' Screened assembly for 4) /°20; / I equipment per Electrical A412 / / ���'� �� ��2° / CO Area north of thi will be served �---- ---- I '----'� /p O.F.O.I. portable oncessions trailer. by new, owner furnished and installed, I _ �) Ladder access to ------ `v restroom modules at Grid Q. t` electrical platform 500' boundary from restrooms in the 904.Building, 78,712sf, 56% of gross area and roof, pair�tetJ-; ; / as / accessed through the Space Gallery to the south. 560 occupants, 56% of posted occupancy Elevated Olectrico platform, N Area south of this line will be served by overflow Required: ,r`- at truss level above, painted ; % /" / capacity in existing restrooms. ' / ' i � :� 2 Yp / p Y 9 _ `� (5) Women s WC Brace frame, painted, typ / ; / / 63,746sf, 44% of gross area ,r- (3) Men's WC / ; ev / / 440 occupants, 44% of posted occupancy �' F T (2) Women's Lava t'ry (1) o stall ADA toilet module, non -plumbed, A412 Overflow capacity = 700 occupants , 2 Men's Lavatory P / � , O ry � insulated acid conditioned, fixtures meeting code req/uired cyearances and mounting heights, O.F.O.I. — — — — `" Steel column, painted, A \ CO ° / i i i i i Oer Structural for truss n .above' Floor box, typ. ; N / 2 dimension �� � � ��`Y� �' location per A301 — aQ— — — i i i i i i i AF 101— ru L � Co (2) abutting sliding / cantilever chainlink gate ;' / ti assemblies to provide 41'-5" clear opening black vinyl coated. See 13/A504. - 110 oy i •g • / �----�-----� �----J �'' Open Air �----J' �-----/' �-----ry 3 / Gallery :j A412 /. / 136,238 SF .J 1 ; / H / Panic hardware enabled exit gates, black vinyl coated, typ 21 ; Security fence, 8' tall chain ry A412 4 / link, black vinyl coated, t f /7 i Brace frame, painted, typ a — — — — __' — —x G Canopy above, see 9/A504. / .7' , ry r----� r----� r----� r----7 r----7 r----7 f- <, Sliding cantilever chainlink gate � assembly to provide 20 clear/bpeniryo, 1 / / / / / � i i i i i i — fi-- � —black vinyl coated. See 13/AS04. — — — — Eistin k= � F , High School Gate at fire lane black vin coat d, t See 20/A412. / y'� Yp / Main visitor entry � , through Space Gallery ' ' / „ Extents of 12 structurat slab (approx. 128,500 sf) ; Extents of 4" 1 / concrete apron / = /„ , Steel column per ; N �Q T, Structural ° f � Outline of skylight above, typ painted, typ ' \, _ . Steel columh, painted, per — — ° Structural for trust above �Q , Ladder ad6i ss tb platform/,/ painted 3=p„ 0 3,0 Equipment per Electrical ' p ,^ and AV, see layout 25/A503 �s L - - - - J L - - - - J L - - - - / L - - - - / L - - - - L - - - - J - - - - - - - - Elevatedrelectrical platform — C at truss level above A413 - Ov % 20 ------ A413 / s / Al ^c / B 182'-0" 22'-9" 22'-9" 22'-9" 22'-9" / 'J 182'-0" N / / A412 rn T 180'-3" clear opening / / — — — * — — — — — — - — ^ / / / 180'-3" clear)6pening A . ... ___ . _....... ......... security I I _..._ _ ... _ _ . _ .._ Thermal camera and se EQEQ EQ 5'_7" 2,.=0„ __...' `_..... -.._..._1 . _ ....._............__....._.._1..._...__......_......__.................. (2,_0,, .... _ 5�_7„ — — — — — , —�-- / t� ep ff c p t sp o(9 / / / ` 1— — �� / / / / �. camera mounted 18 AFF at 5 15 14 14 Sim. Sim. 2 Sim. ?�`��3�8, / each corner typ. bo 01 A412 A412 A412 A 12 A412 /Yp Security fence, 8' tall chain link, black - - - vinyl coated, typ ---------------..—..----------•------•—•------------------------.—.._..--•-------------------------------------------------•--•—y----------------------------- --------------------------------••------------ ...... --------------------•—•-----------------•—••------------------------------------•------------------------------------- AV_--- 20' Setback Note: Provide low voltage motion detectors at (7) accessible aircraft: _ 747, 787, Concord; AC -1 q Constellation, BAT B-24 N 2 A201 East Property Line Rg I WED FOR 005 COMPLIANCE •�` � * APPROVED APR 19 2016 i City of Tu[ riia WILDING DIVISION CITY OF TUKWILA MAR 3 0 2016 PERMIT CENTER W SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRG PARTN ERS H I P.COM 1 �i Building Permit DrawingI Title LEVEL 1 FLOOR PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Addendum 002 02/04/15 2 D15-0018 09/30/15 Permit Revisions #1 3 D15-0018 10/21/15 Permit Revisions #2 4 AS1010 12/15/15 5 ASI014 03/25/16 Drawn by Author Checked by Checker Date 02/11/16 Project No 214012 Consultant Project No Owner Project No Drawing No TYP 1/4 4 JOIST TOP CHORD SECTION 1 1 /2" - 1'-0" DECK CONN TO L BY DECK SUPPLIER. MUST ACHIEVE MIN SERVICE LEVEL SHEAR TRANSFER FORCE OF 825 PLF qL 1/4 TYP WP I 1/4 4 TYP — -- -- --CL I DECK CONN TO L BY DECK SUPPLIER. MUST ACHIEVE MIN SERVICE LEVEL SHEAR TRANSFER FORCE OF 825 PLF 3/16 2-12 L5x3xl/4, CONT BTWN JOIST - SECTION 1 1/2" =1'-0" 1 1/2" = 1'-0" TYP ES OF HSS 3/16 2-12 1/4 5 1/4 5 JOIST TOP CHORD 1/4 N5 1/4 V5 4" BENT CLIP PL3/8x0'4" T SECTIONS LL 1 1/2" = V-0" -- TYP 9" LLV, ')T ww i yr v� CORD NOTES: 1. AT SIM PROVIDE SEAT PL3/8x9xl'-0" CENTER ON JOIST. SECTION 1 1/2" =1'-0" ES OF> - BRACE, TYP 3/16 NOTES: 1. SPLICE AT MIDSPAN. SECTION 1 1/2" = V-0" PL JOIST TOP CHORD ,RIZ BRACE S512 j 1/4 � l i ------ --- ------- ----------------- i CL --- — — -- �— �r ------------------ -CL ------ —------------------------- 3 BENT CLIP 5" S512 PL3/8x0' - 4" 3" 3/16 1/4 T&B END PL3/8x6 1/4 DETAIL 1 1/2" =11-0" HSS PER PLAN -------------- SEE 9/S512 FOR DECK SUPPORT ------------------------------------ C8 PER PLAN CTR BELOW HSS BENT CLIP 4" NOTES: 1. CONTRACTOR TO DETERMINE NUMBER OF SPLICE POINTS REQUIRED. SEE DETAIL 10/S512. 2. REFER TO PLAN FOR ACTUAL EXTENT OF SKYLIGHT FRAMING. PARTIAL PLAN AT WEST SKYLIGHTS 20 1/8" = V-0" DETAILS 23 1 1/2" =1'-0" CL SE@jz':ATE PEPl%liT REQUI S, D FOR: 10 chanicat Electrical Plumbing Gas Piping City of Tukwila BUILD-INC, DIVISION ges at1 bK made to t t}f �UOr1C witi�f3t:i prior approval of TulcMila Building Division. NOTE: Revisions toll require a nevi plan submitlai and ma} instude adni orml pin review fees. RLE P Permit Plan review approval is su arrors an omissions. Approval of consiniction d cuments does riot authorize the violation of any adoptec code or ordinance. Receipt Of approved Field py and c is is acknowledged: HSS4X4X5/1 By: Date: City a T ukwila BUILDING DIVISION Z 9 y S512 7 TYP (15 S512 TYP f HSS6X6X5/1 3S4X4X5/16 9 S512 TYP OPP /16 HSS6X6X5/16 S512 CITY OF TUK ILA <s JAN 29 201 ___HS 6X6X5/16 PERMIT CEN ER v 1/8" = V-0" SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural +Civil Engineers -F� ?1 Structural Permit Drawing Title SECTIONS AND DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this s ize. Revisions 1� No. Desci ion Date 1 JAddendum 03/09/2015 2 JASI#010 12/15/2015 REV IEVVED FOR CODE COMPLIANCE APP O _ P, FEB 0 5 2316 City of Tukwila BUILDING DIVISION Drawn by SRT Checked by GS13 Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing NoS51'm 2--�-- S _.—• —O—.— Security Fence: 8 feet tall, chain link Allowable Occupants: 4,6yy SRG PARTNERSHIP, INC Egress Sizing: 0.2 inches per occupant 3 . ' Path of Egress, w/ self -luminous, photoluminescent Total Egress Width Required: 940 inches (29) 36 inch doors = 1,044 inches Maximum Common Path of Egress: 75 feet 110 UNION, SUITE 101 -�---- -' � �-- =`-' (�==� directional markings (per IBC 1024.4) placed at 5' on g � sEATTLE, WA 9s1o1 �enter along path. Typical directional marking Basis Maximum Exit Access Travel Distance: 200 feet 195 feet maximum 206 9731700 Al of Design is American Permalight, Inc. Anti-skid Proposed Posted Max Occupancy: 1,000 0 - Dots: photoluminescent with chevron, 4" diameter, SRGPARTNERSHIP.COM 83-40119; applied with floor suitable primer (3M Safety -Walk Primer, 83-0781) and edge sealing 21 compound (3M Edge Sealing Compound, 83-0782). . 11 . , 1 190' Distance to Nearest Exit Along Path of Egress 3 / 1.0 fc Footcandle Illumination Along Path of Egress r______--- I 1 1 . I I / -_ .j . --(: ) Actual so Exit Capacity / I ; I IT1; I I i; I r 3 ! ! I !III ! li II Ij� I Ilr i 1 % Allowed 180 n1� I I- i'I I !� ! { i I i f I / . III � . I 11 i I I I- --- _TI I I I I .. \ I 1 I ! I I I 1 I ! , I ; 1 Illustrates the side that'EXIT' - _ _ ! ' ; i ' ' , 1 I I I I I ! ; I ! ! i I I I I ! I 1 ! ! 1 i ! ' ! i I ! I Exit Sign, mounted ------ ------ -z, ! I I i ! i ! i i I ! ! ; ! !! ; I ! i ! I ! i I I 1 i I ; ! i I ! ! ! ! is to be displayed on g, @ r I I I ! I I I! i I I I I securit fence t. U.N.O. 2 _ I �.._ ,.'. — —( ! I I !! I! f I I I I I I! I i � iI j! I iII i I i I !' I! ! XF The direction to exit �� Y , Yp -----,� / I I I I r--r z_---- 11 1 \ I \I y ! j I i ! I I I f �! I I I I I ! i i I I I I I 11' ! I ! ---------� r------- I 1 i I-------� r—f"�`n I I Iz �I I I'I Li III' I I I l l 1 ; I I I I I I I i I I 1 11 , I I l i I I I I I I ! i1 I l i' at / r--- I I I I / --, r�-- T-1" �— ! I ; �� I — I I 1 I ! I I I , Iti. ! I I i I I ' I I ! Occupant Group B --- I 1 1 I 1 — T� I— I del 1 �k / —1 i I I i ! j I ' i I I l i ,� i " Occupant Load 10 Occupant Load _- ---- 1 I I II -- I ��' -- 1 J C I - �-; 1 ! ! L 1 IT I I I I I I I r FE I ! I ! 1- 1 ! ------ —, I I — I 'Ii I 1 I 1 __-J ------ — --J O1' I i I I I/ I I I i\ I ! I l r I --- I I —r-� �r I `� 1 �� ! ! I I I i II I i1 I I ! r I .�_---- 1 _� ! I b 1 I ! — ®1 -- 11 / 7 }t ' ! ! I '! I I 1 I! I 1 I !! I ! ! i j! ; I 'I I I I I I I! I i I 11 I 3 I I I I — ,fE _c _-- --- !! I ! ,I ? I/ I ! I I I I 1 1! I I i i I -- - , / ! ! \ I I !' I I I i I i I ;I I I i t ! I I ! I a''� FEC I I I — _ �- ; ! i s I r I a ! ! \ ! ! ' ! ! I f/i !McDonnell I I I ! ! i v i I ! ! Fire Extinguisher Cabinet — I I j I !. , I I I ! 1 i I I I I I Grumman A----� _ ® I I I �/ I 1 ! ! I! ! I i i% ____--- t' ! / 9! - C u a I `' i I i ! , (Douglas I ( i . I - 1 I ! 1 `« J L I 1 I �' 9 K' I I I _-_- —III ,-._r I I F I I I! I ! I F-14A Tomca 1 ! I I ( I : _ _ , _ h ! ,_ s _ I I I : J AV 8C Harrier I w; - 71n,<- , a`o ... .p:..:a kesGw�+✓..w.. W.,".,... ...,.1 �0 ..-,. � ^-z-c'.u�,t / 1 .._.. : I I : 1 : I I : : : : I : I : � 1 I I I ! I ! I i ! 1 ! I ,1 ! I I I I I `t:..:+--.,.o.m,..a .« , .: T..._y , �.0 "'. "2'.r.... ! , ; � ! s..:.e � � : I ! I , I I I I I I II I I ; I : , � I I I I 1 I ! A > .'Yi ,,._r-x:..;rc .:;:. <.,. .,,._. ,,, � % 1 �y., r:3 '«a«.:::,;`. I I J I o.:ti. I , I 1 i ^ \ w I ! j/ I I ! I : \ I I ! t I i I I I ! I I I� ! ! , i! I I �� .--.. m , ! 1 , .,,: �.>�.. \ ,., ....< . w., I 1 1 ;: I I I .a ! / Y ( I I I I I I � I I I I I I 1 -"- , , I , ,--aaew;e" ` ",,.,M 'I ! r I ' i i I , 1 1 ! ! I I I ! ! ! T -:; - , , r r' I I i( I I I i I I I i �' ,! I ! I I <6 1> Unoccu cable Exhibit Area total -50 OOOs 5 - ;,, I r l 1 1, 1 I I! y I ! I I i ! h a I i! I � Piasecki 1 g.a I 1. a„ �,, ,, , C � /- I ! I ; I ! I I I I I � ! � 6 Pr}� le I I ' ! per anticipated clearances around and under III I ! I I I I i T !, IGrumman 1 i I I p p 1 ) H-21 s 1! i l l I ; I i �7, ! I I I 1 I ! ! I I ,f 1 �y I 11 -6E Intruder I ! I i museum exhibits, equipment, fuselages, zoos I Workhorse I l I 1 1 I V�' 1.< I I 1 , 1 ! I 1 I 1 1 , I\ -I I I �' ��`u ,'� ', `, '. ��,, �', I ,, �� '` i ,! � I !� ! ! I : I I i I ! ! I ; , I i I �1'� ! I,I I � I ! I �- I I I I I ! I ! I ; 1 ! !,I'lj landin ear and win n E4/ 7zo '�, 1 ; i I `I I 1 f ! ! ! I IIIr I I l i ! I I`'.' I ` i l J ! i I ! ! ! 9 9 9spa s. \?- / j/ 11 I I 1 1 1 1 I I I I I !' i I ! I l (% 1 - \ I ; 1 I I71 ! fI _,, y I I , '\ !,' '/ '' I : I I T I I I I! ' I 1 , ( I I I I I I I 'i I! I ! I I I \ ! i i i ! I\L I I '.,a\,,- _ . 1. ! r �" �', I I I i %'P„'' ', i I I ;! I I I ` i 6„ l _ !, I\ !, ,' I I I I ' ' 1 ' I I I I I ! I I ' 1 I I I } I !' t 1! \ I , ! / QC r I'll I 'r+ I ' I ' , I l 1 11,1 �; J I III ! ' I _I I I Ili I / �pT/71 I V 11 I ! �I�� ` ! I ! I /9 + I I I , �1 I I I I I! I �I 1 I / X r fff r""'. i% Directional exit I I-' I I'1 �/ I I I `"" " TI ,I' ,� ) signs mounted ® / y ,, I 1 �I ! 1 I j / r :f �� ! I ! I 1 T ( / I I ! I ! �\ to column �' �\ I ` I I,I I 1 '' 1 V I! ! ! I I I! !I !I I 1 I ! !:, ! 1\I °, �; �,.130 II ® 1 1 ! I I ' I ! I '\i ' ,;\ I I I I i I , 1 I/i ; / r.� 1 . , k,y •, ' ' ,rc,° . Le...,» �0 5=-w....r �- .,.„,, ,,, .,,.,,, - _ _ _ _ I / 1. / / - r r ; I ! I 1 / " I I __ / ! I I I 1 I IZM= \ f I f ZhI .Z Al < ' 1 ! , , I ! , I I I ! I 1 ;.l' , R \ a-: +'""'. I , - -"+. -1, 1::.., 2'::,.. s :f I11-1 : I I 1! I ! `A ; I ! )j : M F u Self -luminous photoluminescent directional i I I I ! F. I 1 I III ! ! 1 !W \ : :f -% p otolumin / I I I - 11%\ I I I I ! I; I --- --- - i W, : I I I I `I ,; I I ! ! I ! 1 1 r I r !; l I i I 1 I I 1 I I „v,;,, ti_ 1 I Q markin s see ima a below at 5 o.c. for =. 1 i I t , I i 9 ( 9 ) ~ F' z ' I ! I , i I \� I I I I I I ; ' ! ! ('.�.',''" \ ! // / t� , ` ' ! �" , w �`<'e~ ,��`�� `'44` ` f / �'„r � entirety of each path of egress, TYP � / �!. I I I I I ; I I I I I 1 ! I ! I ! I v, , ! ! ! ! , _- =✓ I ! I I ! 1 ' I I I ! I I `� Fes.''',,` 1 ' I I I ! ; +'! f4:' \ ' ! / ' % � : ``` i ! I I ! ! , ! �\ .,, - .,!.. , jf ; ►;I I i ,l I I I I I, , l! 11 (\ I ! I lit ! y I I I 11 F J I / ( 1 I I I I ' I I I ! I . 1,! I ! 1 �i I ' ! I ! /,. ',,, I I 1 I I 1 I ! 1 I ; !, ///'�''(',! 'z.,4 . 7 1 °RT ` ( I I ' /1 ! ! l\ / i , ' '; ! ! ! : I I i I 1 I d<r 0 \. rr I I I i I! ! I I 1 I I I �' r, i I I ; I !' I „' ;! \ / I / I , , I R" I I I ! I I, 1 1 I I I I I! I ! 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SEE SHEET C001 FOR GENERAL NOTES, LEGEND, AND 11,.- ,-; - �-,<>- __ -_ Q, > 2,7^, - z I 0 9 4 � ��,,, , ��,, �, . _z3 / / - -_ C�__ -_ ::� - ,5- 1 . , % ABBREVIATIONS. ,1, ---/ / I Z) �, I I I 1 1 , - 1 �--;�,' , - - �1, 7 -9 0 1 " - �, 1� I (qz � 17 ,3 4-7.32 �c C I �, - . Q -,� �>� , __ � _,�_17.9� / -� ::�� _- �, > :Z , I f I I I 1")l1_1�1_1ZI-11�1 111I,�_ / - -_ I i 1� � I I 1 6 � I I __ I ___ I / -_ __ - M > Z > Ar,J7.7�* i - , I I \ - -+� , - 70 'J �0 . ; I - ;,, . - �9, Z5 I , -, `,_ I �� -_ -_ - __� -_ -_ - 11 �, _< < : I ; r - ;3 1 , "I � I -,0ZK1 I - --A I I I % CD - ti. - ��c - I 1 914- __ __ / � , q I I I 1 I , 2. Z 5-3 Vk�� . S1 -,// - - , I- .� - � - I I K LU : 1�- Ln . - SEE SHEET C002 FOR SITE DEMOLITION NOTES. �,A7- V i 7��_/- � _1 ?, I -,,_A-7,92 I -I_ __ / _ - m T I I I - . I - co H j I ,,� I I I I I . / -_ - - i r! 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SEE SHEET C301 FOR DEMOLITION FLAG NOTES. , , ) i� �,� y " � 11 I :,�ill 1'� __/ -, A7- __ / _. .!,� I I ' (7) 1 - i . .1� I , � _1,--->,_RA_ 11 -1 �:��,A__ �,i� - T -1 - � � i � ��' 1, �6 0 , "I L � - 1,;� __ . __ / __ - __ CP . ; ! - _11'�, L4) 11, I 11 vil -_ I if' 1b* , -A -_ I - ,_ _ 1:�, ,__: cp �30 1 '-t - ,� - __ __ _� , 0N � ,�� I I ,;T" 11 < / __ __ __ � t � 2 - - .I 11" t1_1 ,-I� , - < ��_ ___�, �1,56 __ __ / --, . , _�� I 1�11_�_Vll " _,!� I , � � , 17,60 -_ -_ -_ V ! , -1 - - - I � ,� _�, �_�_. - / - '00 I A � , ; � 19 _1� -'< �-5 , - , 11 4. CONTACT THE CITY OF TUKWILA WATER DEPARTMENT lq,,�,, - !,Q.--<,� - 9, � U3'-- -/ __ "�, Qcn , i , I ( : I I '_�, T I 't, I I �, � ,i -�_ � �: I - - - - - - ,-J-�, I , I -_ -_ _,�,A�'Gu -_ > � I'll I � I ; L, I I � , i I ;,V�- - � I - li" 7 t �1, I _�`F�D / -_ (n , __� - I � 1'. N PRIOR TO CAPPING. � � __- - I -i'- ��, ___51_k'�,11�11 , � 7.57 __ / __ � ___ MO I :T11 li I - I . 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Tq I ` ,7 C- I O D - d- N 192 858.11 I ' �`,� _,r. 1` :.. r _., w ;. , PI PVMT MARKING PI PVMT MARKING E 1278,154.53 `� �'" : ! I z ��� U y P s .., _ PRC FIRE LANE E 1,277,951.93 �. N 15.5 , •I 5.s� LOT N 192,877.67 N 192,857.87 192 893.99 1 � I ! m I I` M,4 7 A I y I Z I I P�_, � L Iv , %E 1278109.46 �, . I I m i I I, _, 5.0 o -, ,, �, ; ; E ; � � J . ; . � .. 12 8,0 7 7 t- , r;�,, , , I %.- , ,U00 0010 / I m 7. 7o I 6 7 � E 1,278`218 33 ' 1 n I �, J I . , I '-oo U' — r ,� ���,� , f, 47 I -3 s rs.• ..: KING `, I I k PI PVMT MAR PI1 IR \ I _ PI F E L PI PVMT MARKING FIRE LANE �-CID �I} `- - L\ S''^!,.. PI P1( T .:MARKING R .40 1: 1 1* , N 192,873.17 ,7.35 D a T ! t E E LANE N 192 847.21 1 i R 20 „ ., N 192` 876.27 \ L >. 10 R 10 5.39 ! 192 75 9? , ,,� a.. ^*�„ E 1,278,138.9E m z k 7. P ! PI c0 c wA b 1 48 N LK PI FIRE LANE , / 6 5 R 20 � a- E 1277 951.9 5 1 , 1 E 1278133.82 k, w l 7 7 E 127E 225.1E 7 7 Q 1 I f f c c 11921, 44 r� o 1: t E 278 os179 N898.5E � r N 192 828.52 ! 4 �r z ^2 b- -b / 7 F t ^ �l - _ cn Z :5 :' 1 _ n b.EO - t3 _ 5 E 7 E 127E 227.91. o E 1,277,939.11 x k1a x16. t ,�. 7 7 ;:: - _PI FIRE LANE Y �, _ p I II I _ PI FIRE LANE 1 r - - �- N r192 849.89 , , r,.. _ _ r'--'- P...} r= , r...' r x ,.. .... ♦. �. ,. .. , F{R�,. - \ . J ' i r• 1 Cti . i I �, 1 _ _ -� 50 , N 192,827.23 / _ _ r - E 1;278146.60:: - \ CID.0 g 54 >= M I' a f z i ,+ d J. 2 1E.r r1c 3 ;` 1 8 l 49 L'n ! F P c E 1277 962.31 C 7 7 I >16. A E 1 M PI FIRE LA Ern/ �T I FIRE LAVE + PI PVMT MARKING ! ,�, R 20 55 r '`�co 0/y t , I m U t. 53 -. ....t' - �'> N }192,873.64 sa I �E - N 192 87, .7 ! } •1 / ly k,: , . ` C GCS, 7 - \..y�..33 II x N 192 829.04 / , R: 40 -'% - cn./ \!{I I �, 7 r , • ,CP a . E ' 1,278,164.59 y ` �.� + cn , , ., I � E 1277 971.23 ,1 s r ,x '� .. `•,, Jr c� �1 E� 7 18 20 I I ° •. 1?,iFIREL^ s PRC LANE o i / J. s t7 \ 91 25 \ N 90 I �" .. :. / , x 15 6 7 ,; I ! o r J { V MARKING 1 N • 192 875.13 I PI PVMT 1. s' R 25 I n._2 < ;, c1,`./ `*,. 7 I� �. -Q v 0�� l 30 4I" \ z 1 11 J N c� N 192 801.94 �'�. 0 5 >. a" so - E i1278 224.99 �n CD Q C; 7 C C� �+' V ° - 8`- ? ( k 15. I �ti — 7 7 !v, `` _ _ �r 1�. Q 1 Jv ��1� G 0 5 I IJ�� E 1277 960.24 •5 c R PI FIRE LANE - _ ILJ,r r 1 I,'P c y - . -- L s 7 7 TY ! _ PI FIRE LANE Ir �� � I� Q /� ��� R �'` J { �. 2_, , 9 c R Fl - �,� v '' _ `*. a i I. �1,^ .�_ �. N 192 844 66 _� I , s ° . I ::. , N ,92 876.33 v �_ PV ARKI G C _: � _ _ r V i MT M 7 P PI VMT MAR I '.: _ -P KING ,5 - •, I �. _ P PVMT MARKING C L SIGN_ iJ' 1 I I t - 278178 09 E1 ° s - - - I ! - 7 t 1 - E 92 7 5 0 E 278 228. N 9 3 _ _ 40 1 3 7 N 92 �43:19 _ PI PVMT MARKING - - 3 9 859.10 .7 i N J 2 N 192 815.90 I ..- °.n , M -- -- ` R 2O �,,. f _ r. i - r, $$ _ E 1" 277 9 .71 N 192 773.08- _ E 127813 .2.8- - "1. ° I I f m, E 127E 070.53 7 N ' _ _ E l 278128.33 � I � � � •, . A-- _�_ CL SIGN �___ --- .--- J/_ r { 1 R 40, - ,,,� �, a — . 4 �: E 127E 000.1Z �s d t ``'� — — CI L- `I f L J �/ v c=1� - r= I - _ - -N i92 80p.19 r ! n I- Cl-` '.. ` _ �_-I="�-<_ ?? PI PVMT MARKING_ - - - - j /'� 7 < - , �, _ 39� E 1278113.12 c� o % .. s ��r >,-,- 9 73.90 n r._fj z - R 2V _ - Z3 ^ 0 -i - _ _ � _ - -.... _.. . ,_<... 2 c Z ` I, r 4 �� :.. '' y F . r . E 1278 001.76 -< , -.. � .: - - .. . V —1 , k 1 _ IFR r ... P I -LANE E 20 10 0 20 40 r !, -v I � � I 7- �, u D 4 s �,�- 1 `�.: ,,,, ,. .._ r---. y P_I V •MAR I P MT. KING 3 f ,, r % �� ``. N 192,894.52 r, ' ---Y ... , cfl r- c' 1 �r I k15•Y �: cn ��' . �� - T-�• 1+1 192,835..85 r 17.' scale " = 2-0' ee �I PI PVMT MARKING �// I -a --� L,J 1 --� I F I E 1,278,166:65 1� J L _ r r i ^� �_ --3f -7 { 7 r r , j1 It� I O 9 745.50 -o _ `�. `,�. 58 �� I r' 4 I � 4 N12 / rI c / -, R w f ...q 5 �� 4 I 1 i. { _9 / — / r_. ,7. PI CONC WALK_ , 59 I � h r y - "c '1 `r ' �� > ITa-- ` err!. (s , � _ �; ., .� 1 v w: Ji E 77 989.07 _ � � v l s i J V 1 �J �I N [r f / 1: I ! _ s, , 1; PI PVMT IMARKINGJ N 192,873.17 v' �n.r �, . -:�' _/. ....� .' -_L It I ��'� I I I / .r; E ILI n." ...> {` ... .t - •' ., �. ... -:. .}/�� .. ,_'.`:-< 3�' 1 - -- , i I I 1 I I �f N 192,8t9.48 E �,278,223.86 Pi �CONC WALK .,. .`'� ° o ` s, >r... �< - I, 1 r, I I ,, I � :,.. 4 I 0ME - "Li , i k 1 I,/ ,, I I I I i 4 ` I-E-1-`278157.51 or !c, R 25 , I 1 , i �o Ip.s. I ' ` 1 7 7 , igL'pn MATCH EXIST N 192,872.81 ' '�* A IIJA ' ,� 7-'`= ! I I �- _ ,C J � 7 3's,, I R 20 I ; • 1 Iri I ! I I ;,� `1. _ - �- - ,o , 4 E 1 '*+► J. <fk ` y ~t . 1 �,/� S 278 238.60 ! F - I c0 �ATI S,�T C403 • ` .�44 1 I I �^,MOs� -- _ NC SLAB .. - n 7 7 r am► .:\ i ` ` : -1 (: •• • •• •••�••.••.••••••OaiIli J@••w,!.?�••�••�"••�•• ... •�•••lE�•• •••�I•�••�f•�••�••�•��••.�••t�••i! ••�L"'1►f r, ��• • _ �••��• • ••�••�•.�•• �••�••�••�•••*II�••ILl��•�••�••�••�•• ••� : ••�••i"�Y9 �,��,.. •t•1�i•if•71/�••�a• k :�... t .,en i i i . I 4 ; t ,-�v�}\ •,�,...: �'� '. r'^I C.. -',y `)ii- r - 7 34 j'�, ="^:" ;,:;.' \ "\I ��` ' I: �, I I �, r ADA PARKING�SIGN E, l /, � PI PVMT MARKING �, ,, �i/?1 . '"� 0 . - 4 // „� I ALIGN STALL STRIPING Ir,/ )� '� �� �� i ;:. �PI:.FIRE LANE: 1 •G F r S, , �� I. I C 7 j �. �l / R r C , 57 3 .0 � s C �; o r 0 0 C, o ��., / .��. �,Y� I J 1NITH!; STALLS ON OPP P,� TYP �p . a3 c� :N 192,8 8.35 0 _ ,, 61„ �, / �,.•• 1 _c S., INTERNATIONAL SY BOL ! - �l�r c 1 N 192;87$ 35 r -+ I� _ - o �� OJ c E 12' 8155.27�h �� FC,n E 1 t278 325: 6 �' ?� 2 ;�"��J;xr- SiDETHIS ROW QNLY,f �� x �,� f= I .OFt ACCESSIBILITY SEE ;:�,7 ti., ;��� , ,_ T �. I. h 7 r C) C -� Y f. \ c- x 1 J r v ,_ C402 C802 II %4 4 C 1 St� �7� 1 1 ? } t'� �' <� ; ? s TYP �y �. �,,� 'ems ! m T `'` E� ``°` r `S 1 ` T /��eC ' J 2..8 ' ` �� '0 �`f F �a p r y/R�i- 1 NOT 3, TrY ' 1 Ro 1 ^ ` J r ` 19 ' w c 1 .l, �t 7_'v% JI, (i , �* 0Q�y-C.4-c.. 2Cl' I F� lS't1 !{C,. L,7 I , l� 1 51\ti ---I I I � PA I_ hJU. R �� ` i`p17�i . i-- _11;4� NOTES. ►r'�_, - , ,i 1 I - �? �° I __ - ';.,R___ 1. SEE SHEET C001 FOR GENERAL NOTES, LEGEND, AND ,,- R:_Iit_,,� ABBREVIATIONS. V i`I>�-I k,1.51 it � 18 . ,i � 2. SEE SHEET C002 FOR SITE AND PAVING NOTES. � 5 � 111'F 1""! ,_,Ii,-, a____ . I 3. INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE � E_,1. I PAINTED AT EACH STALL INDICATED. SYMBOL SIZE �; , ._.,o AND COLOR SHALL BE PER THE MANUAL ON UNIFORM 11" - ---- --- TRAFFIC CONTROL DEVICES, SECTION 3B.19. �; _ ' - _ I - - � "PcS _ _- ___--_ o -` `- - 1 x {c� _ _ _— r - • - - _ ____ FIRE LANE STRIPING __ - 25 16 g . 4" WIDE SOLID YELLOW 1il- � ' PAINT STRIPE, TYP �, 20, PI PVMT MARKING 1Jr�n.1. 27 _� N 193,054.33 hti =�' '-'� pP,C� E 1277 850.25�6�:-,:71- __^- 77 _ _ _ __ - -- --- -----" - PI PVMT MARKING `1-, - �. 11 A `� 30' - 1 E �� N 193,046.7E i 4; 4 ? `29 �=� i 17 55 17 A7V ffl��'. _ c \ - � ASPHALT CONC PVMT \ ° `� 1g i1 , <' 0 TYPE 2 4 TYP a \ ixl75nv,-^ I� �� C'4`02 C801 ,` . �p e `' \ 17 6 \ &C��17.5 \\r' \ 3 17 ce `,"_ PI'�PVMT,, '< - -1317 S - , 9129\C � '� 'I�I27 0305 ���= �' -p �4�L L, � I\ __ .� I. -. �\ \ \ \\ \ �i'� \ c . °'A ' _`'- 17.fl2 RES`fR00M 1MODULES� \ \ \ \ `\ \ - - T <`�J P1 � .SAWCUTIIE�(IST \ \ \ \ �:., _ - _ l PVMT,_TYP \ _;�17.V, t j I� \ 11.. } \ Ili . I - -PAINTED TEXT 18 HIGH \ . ° I`' - BLO ' K,LETTERS, 50' OU�MAX. \ ALTERNATE -,SIDES- OF FIRE -- � ANE, TYP \ 1-1 1:. ,� \\ `'( PRECAST CONC WHEEL \ \�\ T c ' ' : o ' S-5 STOP 6 TYP '\- + ,, _/ C402 C80T - �_ �L 0 ��4 rs 17.�0 1 k 15.5•s _ _ 911 �Ii ` „�. il;4" WIDE SOLID WHITE 1 PAINT STRIPE, TYP I I ,`.b _5 4 ' ,_11 6' TYP I i rT ASPHALT CONC PVMT _ .. ` �� TYPE 1 4 TYP k 6.ro l I _ _- -C402_ C801\ ' :✓ , ` _ _ I 3 1PI- PVMT MARKING 15.7?1 79 I N 192,857, 03- _ j PI PVMT MARKING E 1,277,970.9E N 192,878.41 y c E 1,277,991.11 �` PI FIRE LANE e P PVMT < ` �i� Fiji N =192,859.45 , __ rs I MT MARKING ., ', `<<E1,277,975.46 �� TT : Ji�2N 192,899.51• ' ;,18.03 �' \ ,� g.02 PI`PAVEMENT-MARK T/�BLE ^� �./ _- I MARK--.` __/`NORTHING i EASTING ' \ 17v v `/ y �193,127.37 1 11277,874 .89, v :01 90 /_ I ",,7.82 18- \/� \-193,106.42 1 1,277 883.4E / �7.90 I , \ 19�;1.Z,1 \ a3,104.49 1 i 1,277,^884.25' `. 20 � 1193,100.07 I 01 , 7 51,277886 21{``V I 193,095.05 / '� 1,277,887.38 ,1,7 ,� `, r1 , x -22 �'- 76 -, J,1,93,086.56 1,277,$88.62 v -` \ ,:.;v 46-, � 7 a 193,076.10 - 1,277,890.17 :\ � :� ��� 2 r`'°o;- �^ ' �,, 193_b75 0:4 1,277,890.32 . _"/ter. r ^_ - /25 ,-_'--�,_-�, 193,060. 4y,� 1,277,893.39 1 ` .� k ,7.70 . \26~ \ \ 1931048.59 y �7 77_;893.38 V �� \. '_ � �4 AA '1- _,7.9i_ /' '27 \` \ I't i7. 193,046.90 o' </C, ti -ram '',� \. 1;2 ?I - I, v _ v `- ,/ -c. 1 I. �. " � v - 8 � v ' \ 1931043-94 \ , zo ��� . o, , - \ `1277?891.21 ` -- _ ' -_ - \ 1- 29 �� vt ` 7 ,193,04197 \ '�1;?,77 89130 ! .-n F;pe __ va- v �30� \ D y,+-r> �— 3,039 32 1,277,893:54`` \ �/ ^,rr •� o \ .- _ 031. � 193,024:30� - \ 1,277,898.87 32\\ -, ` - \193,019.43 \ �I 277,900.63 , '. \ , \ \ ., 33 \\ 192;990,71� \ 1;27_7 898 OZ 34 ' \� _� 192,988.76 \ 1,277,896.41-- �, \.. 35,16`:�7 \;Z2,978.29 1,277,8992I , �s 1 36 �;, 192,976.21 1,277,903.11 37 . 192,933.75 _. -1 1,277,951.98 38 192,925.16 1,277,957.04 IS59 192,911.36 1,277,959 31 - _ 'vvvv PI PAVEMENT'MARK TABLEv \ .. \ \ \ MARK NORTHING, / J \ EASTING. T 1 ,* 40 -, / 192,904:02 /1;277,961.08 -V�• p 0 �x __/_ z \ , 41 192,888.84' --1,277,963.51 d `W 17,57 42 _. / _�' 192;883.69 a -` �-1,277,964.66 43 \ `192,878.34` \ - , 1,277,968.77 ,.,,7 -0 1 \ 44 \ -192 878.11\ \ -. 112772969.44 7 g5 45 ` -- \1P2,876.16\ ,1 .93 1,277,975.09 - __ `\ 46 '' ,. /192,873.94_ 1,277,980.58 ,7'S /_ 4790 \ - 7/\192,872.77 1,277,984.19 48 \ -- -tij 7.91 192,87030 1,277,996.66 49 192,87034 127E 000 .29 - - rt, 50 ,/ 192,870 49' 1,_1 s� TJ„ -A""I" `1,27.8,003.60 _ 4 �, � �^ �'- r ,, ��r51 192,870.87 1,278201177 �t0 ^•-._ _P0 '1yv `. -. .:� gv, 5. 1; 192,871.64 1,278,016.67 A-7 x.� _�a , Y " -,.1K 53 o '- 9487,0.55 12278,033.12 \ " --1 -` .- _QTO �_, ..- � ` �I I II I I II� o i �i o -. . I to ' ; CI I y N �' f1l'i�� _I i i 1T � 1a11 -1 IIP _7_��, . I � = J �h 18 2 �' > > �•� I �I ,� r�••�r• - ICP r••� ••<�•sc% •-, . .•_u ..I F, i I 1 I c? I 8� 4 } 1 I I I I,11 I( 8Q t;I ID Imo, rtJ �I °� d I �� I J� I II II >, 11 ' 1 .I 1- �I�I+I } I - i:r 11 N hj I Jam , y I � r I �II I �- r , ( ;r 'd, I I • 'ZI - �. I ...-1 I 't a F' ' s I '` I, � �I 111 ( I 1 I`, -\, P. f .a I ( I: o. ) If I �I� I (I I • I�III�N Ln -, CO n I 11IUo I I. I ;I� C .2- -r I Ii! >I 1a �� k a� I . � _- tG 1- �� Liz k Al 13,} zw It" ,, I' s� w� j°_ w r{ co s l 5 ( c I I� J 1 !I I — 17 1, 1 4. j ( Y I i': 11 � I I � II II , 5 ` 10 SRG PARTNERSHIP, INC UNION SUITE 300 ail x t I w^ a 1 6I x (llll SEATTLE, WA 98101 ti� k.. y,� ' ; I I ,2 206 973 1700 U Iu 0 ( 1 I!II 11 _ I SRGPARTNERSHIP.COM I I a I --?< I �• I I I I )� I! Ll o ti >. I Y k . I - .� _ - I h Zt II s , I ,II MAGNUSSON Iv I { ;I '`,� i KLEMENCIC • I I ' -�, ASSOCIATES 3!J I , ., „- fi' I G 1 I Structurl + Civil Insinc=_rs -1 7J , ) �, 11 'I . I O I I , I! ll I III n J r . n ^ I � J , cs t J I � k .�32 N I ^lb' 0 t9 A- J Yyy �. 1 tr � i T J� s, I c 1 �}al i`� N Iy f - Jf I I II� Ir It;l N I , E— 1 ;) I I ! 11- !l y °I I I 1 I I loll I' . !! I ' II O ;! {I;g� ,, ' i,�,� I �l' r t' 1 I� 1 A f .� � CP % , l 1� .3' L () st 6�I -i co l�o' I' I I> ' I ( I � i I; - �, r I I I '!,Q I�_ IF. !I') Il!! = I 19 �, I � I_°l o I I 4I4C i( t i s m I;o � � r I ri- �> -1 9 m I�. I I I ho - k m - I+ m �w I �. F. is -'k- � } -'i �- "J0 I k I 1 i .I�b I \ o� h, , m `.1 sic I I 1 w P CA I -1 0� ( 7J -sJ I-o v I. CS d ° tI � �Z Ij" l r ( m I I - .k i I I �ll >v a I!I ! ��� I I `I'N o ® lu ww �, I;t cn II ( .r 1 l '0 fta O l . 1aI0 ,\, �Q } y '� y tiff I , hb I I '�� 'Oki Jp k� °i - I' I ( � , I � � II o tti ,I, I y� ( I r�n :'1 I 11 1,f . 1, xZ V /r// �I" 9) S ! \-- , .1 i. �C 4 E 0) ", C, <p 1 , �, I � I � 1 1s14G � �� �� � _V 1F 1���_�jeta C, � ! . 1 N I I h I I :, �j 1- - 1 ,,I �s z,5 Is W. III i I10 > ` I IbiI II iiI I�;x I r 10 h I11 I I I I II I x� I I;II�I • I 13 _ U let W wa 16140 k 1 , I - k I /� N, ji1• �s ,i6 0 ( r k -p 11 G Nr,�',II!►f1ni,ni7il-�llhi�I� __ x � "':.` - - - -1 s . 1 •-_I1'I � ,,--- - 8"SDI V " ?-, C I� ( �, .1 _i .t �I�I � � 1... a•: r L� to 4 J . -I 11 �r .M' `•a 1 ° m I I I � J s /, I I I m G i I f39 . . s I I ~! '•� / k I 4-.. rJu '1 � cTn '�, � � 1P�G 26505 ti9 w� 0 I > t� IS R ( m a I TB n i l s j 1 .� SI I II I I II > CNAL E� . (5 I : r �I I r� 1 r N . •. J ""� % ;I q w II ° '6' � le!' BuildingPermit py , r I I h - 00 " s� �,1 . d� h� I it / Ic • 1 Y y ' i I. l I I / N ( Drawing Title ! I W s, I 0 I SITE AND PAVING i ,, I I I +� PLAN -AREA B I. 3 _ v � F - 1 I EMO A C .1� E ND PLA C E E EXIST I w. I �UP�%MT AS REQ TO PROVIDE k I h ;ems I� m' 1�!J 0, ' '� (I I •� Drawing scales indicated F USH DRIVE AY. EXIST CONC �- �• I � f l � apply to 24" x 36 drawing 6 4 sheets. Scale may not be :•` ; . ,'; I f �1TTERS TO , EMIaN •� Y accurate if drawing plots II I I � . 1 (N I + . I � / f (n I are less than this size. 1 , 0 I h� =: lV.. , I ! 0- J I Revisions I 1 J ,1 I �= - 1 i 1 1 1 , 11- I s I JC 5r I , ° "�,I I,�b ' `� No. Description Date t I - l. 1 A I 4 S 00 8 10 15 r�1 1 2 - ASI 010 12 15-1 5 I �I r I I if 1 I l:: t I �I i I I _.. . r r� �. _-T 1 � I I I '' '`i 0 '( a i'.''��� i I A X, I I r C� t I 1 I s 1 I l� I 1, T i1 1 J T ! I II r I. r Ti v •, 21 015 � 2 I •• . " -� I DECI � I hyy t Ilily uCy�rerjfC� .� ' ( _ „'' , I 7 1 } I Y .R 1 ;� I - t x , !� I.�# , J �. fir, I� 1 ,,, j 1 I / I I Y ( } {���j./ D f I I 1, ( I I ( I I ;I :., FT, HR E �iQ����.�l�i�i.E . f� ` ��� ! � ` 1 I ( ;111 I�,` lJ t` I ' 1 III 1 z Che ed by PP � ,111 {! i I% I I t I� P �.-'ice I \ I 'II �. 7 %` ' JRA � 1• it I I FEB-� :•� I _ ,3 ��--=,.a.,5 , I j y� k I _ 0 5 20i6 I I t� 1 � M1 I C^^' C� I r / I iY1 I',. 1 0 1 1 i I r I a Date y i I I I I� �. I �, 'I 1�3 I j I' 5 1/26 I� f I � � 1 / � 1Y `'yr i I_ 1 �.. � o I� I , � City of Tu�/i1a I T �� - Pro' C I` I lw , r 7 I /' ,7 �t '"' � I � � I I I<,;I1 10 21PUILDING i�%I.SiQ�'�) 11 fl I I I I►I -� � l/ I I Consultant Project No I i II r . I 'a I '�I '� I 1. 71I•c'� g' i -� .•n, ��I t�� �a .a , .� =1 I I Owner Project No �111 !, I II' I Drawino No �1, ,,:I z I, � I 5 15 � 11 `I I ' —�! I I l.,r i� 1 �-,t I I ���I! l �' �' I 'i , I F II I �;i; + I C_n I I, f 1 C� I d I I, ,' I c �, k I I I I FiL Q J 3 C\J 0 U tf� cn a) LL W s 0 V i >_ U U> M_ O V N I L1_ 0 ME u 0 II N cn I i = Q Cl- ' Lh- i� It � <' ;r a, T1 '_t __ - ` �s.2 _!` ` \ / - \ ` \ / ` \ \ \ j I -i- ( ,I E1 I Ii� ' 0 i i co I I I I I I I -i 0 4 \7'_C., / 1U5 \-' ` r-1 tti" t '' 1 1I '-i I O 1I `�� �� 11, L< /p _ / \ LGT 2 ,I 1; 1s j;, __ I �, _ I a i - = •�,� I' I { �i �`' � °I _, vi -�t \ \ % _ i t / ',4.06 ( II ?I •' r , I L I i I . l v v �' _ �I r _ / _ ; a! II,a I 110�;7.a r;�� /, ,, ( 4)�r CS 'C ��1sa5 _ v/ P� P,C�� I'dG. _ v / _ li fit?, /�< / ( I i II I I a o �'^ C'2,A,' 17g7 \4 :` , / { JTJS CN jv> 73 -� \ \ / \ J%29C80_1n}G10 - 1- �' _'� \ / ` I I , 03 tQ tbCl I I" � zI � �i,-11 �I�I� I (I � , 1 -'I 03(_J'! N i '17> > z r •- \, i 8 i = a \\ \ / \ \ \ I`'' \ 61�1 \ - �\ I I n ( \� II J y I ��I:t 2 Sf -,1' ,, _ _ -\ I f 18.E k r5 L9 " . _. i i vF- r "r fie' 1819 \ y;.18.3 i \. 1 \ L i .C', / � ;l ;' .-, { J , t'. -'. ! n•^ I \'�. -.;: r,.. '... �. I \ \ \1 `` ^ x ( „G� _ , _ \ 18•Gt \ \ / \ \..:. s-, -ro I , . I I ti ,� I ( I ~'\' jl'^ , ^G' �_11'1 I �''D, P r, „`}r I.I ., s•• •• ••®••�s••�oo�••�••�•••�o•�oo�•� >_•• •� ••�••�••�••�•• •- trsi.a • a •• •• •• •• •• ••scoeoo� o•�eo�oo�oo�•• •• •��•• •• >�r•• •�rara�eec�oe�oe�oe�ooe•• ,a�•�r.•• ••-••�••�••�••�i•��►••�••�r•,�� ••�±em �•o ��•• �,no-=_iir• �•o �a-t�;••�i�•�•rss•Yisw••iii••i�•sini�p�ia i • MATCHLINE - SEE SHEET C501 ` \ / ` / _ / \Q ��i.,� • �''," `fir .�� `,./ `` __ \ I - C;_ \ `` �•� �= � ,� 1 i-Ct � " �I 0 I I{ , ..`` , 7 l.� r `/V, ` g \ \f -_ ' -� \. ,-\ 1..- ^. �.. \, / �- -, i,� -rl 5'•- o� �' I "� - I: I f-py f 'I �,, 55 �/ I r I? / \ \ x,80G \ :'g.02 \ SS J` _ c�� i mti �,I ( _8 LLB` - 8„c ���jI r- • V \ - I . 1 15. Oc \ / i " \ 1 \ I -} - ( fi 11 . \ \\ \ . `. �� \\ < �� CJO III --'mot �'� _ !,-17.�7 �. + `\ �'/18\ \• ` 1 \ ,\ \ \ \ \ / \` irl -C ,C � Q ( ,� n EL � ' V ' -,?, I \ J� I ''} , . . - \ 11_ -� v / _ I 3, / v v Cn I I I t \\.Al Ii � I t -�� I � NOTES: 1111, . ,17.so 7,70 . _--,,?,,Al11 v / v v I ' v //� _ - v `)' / z z Z) `° 1 j M M � I !� '1'�cJ \ / \ r� _ \� _ m �zz I 5 wo , lI n 1! T.2 x I t JF < \ ,,-r,30 \ \, -ter 17._ o _ % 1 r.82 {,} r � � � 7;: L_ I c� J ' i, _ G ry rf c� ; . t � I!t �i - 1. S 00 NOTES, SEE SHEET C 1 FOR GENERAL N TE LEGEND, AND k I I \-�` y ' \ - ! ! I _ \V A ! V A A�' - `--. I Oar,; -i r I I I� p `�`�P C ABBREVIATIONS. �,'>� �; 1--51 � �, o v v ' _ - I _ / Q; o ( � � I � � 1 I 1 " Iil z �; / G _\�f'� 617Gfl j\ ! �7•S2 \/\ n , Z O .,%0- I I 's I.I I 11 j 17? v /17.-� /_ n ro I { �II n! �h �1^ 1 , I v v II 7,s __> k.771I i� ! I I I I,- 2. SEE SHEET C002 FOR GRADING NOTES. 3- --1 I 7.51 � / t, v�, .-;.52 v/v v/ v 00 _U � I � } � 1i i m I I ' I II N U -, �^41 I U .17.41 I- ���y -17,65 �_v / v �v / _v �v //__� �F I I. I I� �`��I �'Io 1 I1. I 11 o 1 ;' ' „ % �; �� r \ \ ' \ �.l .81 k l7.5 \ / \ a7 \ / \ \�O I I `° i t I. I - ; EIS` 3� \\ \ \ ( _ \ / \ \ -_ I , I . t I r �, }�} k. 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I ( I �CE� itiG. / I I I ,���l�.i !I a z I:!.,Is } II j I:I 1, /_ ., _ I i 7 ' \ � \ 1 � , ' 1 , 7 18.7>�1 • r 4 J \ \ \ \ \ ` `. 3 239 LF 1011 W ` 1 �� t 11 x15. y - _ _ -� i Fc�y \\ I i �, \.` I 67 1358 SD _ MUSEUM OF FLIGHT \ \ \ A Nc� \Za� , ;��-t ,.� C • c?t` `' , y17,02 - _ I \ A I - I ,, � t� ! if I :,�� 2.7%� I COVERED AI RPARK �_,\ \cr,C ,_ C I I \ �� it PL TYP\ CASING END SEAL I°° I N II f �F' .� \ (10 �t R/ \ ., �.11 \ e,r�' �s,DMH 3 Asti ,7 \ 1�.2a - i 1 I � ,m, .1 I @ N') x17- xa7.s2 v v } a�4 °Tr°7r.>I 192,901.65''. \ s 1, 1 xjI '� I1. ' 11 �I �.,� I m � `� '' <<E,1t278 003.85 `, \ r/� % � �' 4 fI II \ � f f . I ; \ �' I E II I� :T oY = j k15- n f,9 t �t CONN TO EXIST SSMH \ ,I& I > �` Ii t I \ \ \ 15. RIM 17.45 7� tr ° �7 ; ', I -. 's6,09 •; 11 K i6.gj 1` ' �; 11 r ,-. \�°, ✓ t t6. ti - \ IE 12 = 14.00E 7�" Iin/-, ;°, A 193086.6± ` \ \ -I i I J� �� '1� r� I �I ( )j �� V �� 4 I 1� - f A c11 �1' , � ,!\: IE8=14.00(W) I .; 11 >� 1 a. I I v �'' j �: n _ t ,5 az `S 17. ' E 1,278,271.4± \ \ \ � \ \ I k,I f .,5 I - n � I I r v �ti,6 ! ` �, IE 8 - 14.00 (S) ,1k k1b I� IE 8 = 7.50 (NW) v v ( I �, �, I,il! +. C 41r ► `. IE 8" �.d. NE 1 r, _ _ _ - - - - - - - / - - __ _ _ '� _ IE 8" = 7.4± (EXIST)- \` � �,� ;� I' �+ % �i 'pipe` ��.. a1, \ � \ k 1 ( )` - J _ _ �V_ - _ � :c'r�n � -- � - ` � �' I \11 /' -•` !) lr �' 4�, ! I'. i Fj�U!`'< ^t \\ '\ -. - - I_ - -- -- ""' E .�,------ '�--ti _-r, u _ \ \ (, s�'t^ 4 'C ,1" /'ii 11� A--- •Y 15.;72 _-----T-- - ___ i A.! �MI� ICONK TO EXIST CB t;� \ _- Euuo J _ - � a� 11 I ^� • ! / � I 1,I - A-15. 2 9 LF 12 SA @ 1,0% MI'N• _ - _-- - _ _ _ _ _ - _ _- - _ - - - �•�j� -{.PLUG EXIST CB OUTLET .. 5F • 5. i.- c� - - \ _ - AD� - - - `� �' n I 1 -_ A'`, __ - __ T1�P- o II ti= 5' I -.PROVIDE VERY%BENDS-AS READ_ ln�;- _ - `� ' 3_ _ _____ 1E ,, - _ ?� , ' �� II 7J N 192,870.9± 11 LF 8 SD ;� o �,k i- ?._( E l I I . _ /C 4 Gib - t - I j t, : *' ' d ! ��,� Q E 1,277,944.6± @ 0.9% I 1Q �8� SD 1.0% I CONN -T0 BLDG RAi LEADERS- - f-. -i (st,k1556 (� ry ysp -I- -- A I I� __I i _- 71 r � , � - 11- 11 - - r'-i se �Tl� �l'O� /Y \160L \JC�02� 7 ��_ _ / ri 1'Y� 11 _ _�. �?-:�- - _ - -W/ 12 x10 RED _COUPLI.NG._ - _ - � � s I �- � �- , _ .� /�/ I I � IE 8 = 12.10 �� �' _ - �- - - - 11 - - _ ss a':cc� _ _�� ���: I _ - - �- - - IE 10 �15.83. SEE�LUMBING - o i h 1 (� �: __ tom+ r - - _ - _ - _ -- _ - - `� - y,� -- - �� �,r"T/ y 5.25 7.05 I) ( t!� 3 SDMH 6 I 1 `- �rz_ - - Qt .SD FOR 'CONY ° � ! ! i 0 , .5 . ' . " �1 Z ^ �- \ x 15.21 - t�F _ a - - 'I r "T°T�pd`r k 15,1 K � i I ! I o CONN TO EXIST 10 SD C ^ _ _\__ - 65 = �2 s7A4 AD 10 W/ SOLID COVER ! \ ' .E • 47• � I 1 + '�_ - - - 1 N 192 890.73 � ; ; 34 , . , I , N 192 868.0_ _ - � , �� I ' �' I" 1 � ' ' � . �; E 1278 068.29 CONN TO EXIST 8 SD` \ I � !o - I 00 E 1,277,939.0± 11 { '�5' ,,� \ �a ,S.E'° LET 1 II ' ° N 192,881.6± AD 9 � I " RIM = 14.98 15 LF 8 SD 5.2% t,, / PARC',< CIO. (1) 10 22.5 BEND-(MJxMJ) W/ HTB l I > ! IIf, -; I I II �,. G s{; a• E 1,278,183.9± 192`„946.59 o i �: ! r a t C, , ` ; ! \ - goo-0010 SEE WATER 7 _ I I -o� r n 17. � IE 8 = 9.60 (NE) c, `•,'^ssR'----' \ -• x16•25 ` RIM = 17.08 ; E 1278 323.19 � 1 M ! I" I k , IE 811 = 9.60 (SE) SDMH 5 tv, /� �� `� Q �' v 11 ' _ ,.17.� � C-, I ___� - ''" 1.IE 8 = 11.8 (SE) 1 ,RIM - 17.18° ,� `'�o W - 1 c ;rv. 100 LF 8" SD � 3.3% •v, �. 11 N 192 861.56 / 134 LF 10 W k 16.3� , \. _- 11 _ 11 _ ! ( 1 IE 10 = 9.5± (EXIST) ' �'� �.� �- \x16.1g 6.22 r "15,A6 IE 8 = 11.7 (EXIST) IE�8 = 14.21 (N) ;D� 5, 1- i I\I E 1,277,952.21 k1�- <,rl/i y.v- _ �'��-a6.56 IE 8 = 14.21 (S) I a I ,��: RIM = 15.30 V, + ' x, C 1/ � 11 Y 4 ti x15.52 ..�..�.. � �Cd��---" L7 5.60 � �:r ,�,r rS ,r_ IE 8 = 10.37 (NE) ._ \off' \. �\ ___ - - k, -�- I Il! II • N>�4 '1�--- y ��� ' 2g p ���. _ _ _. - - -�- - - �--- ,^ 'fibs �, N 192,900.68 A t L w { �,.75 IE 8 = 10.37 (NW) �I .�.� 4� - -, ''I I F, \ \ �(s�, ��; , I I11 Cn I I;; / , z9 x 6' ` 4„ r , ,�d.. }���, RAF\ � ��, 12 ss E s1. `278,344.07 } `� I ! , ! lz M �1-1 F x 1 �� �I a �i� iy D'. lq , �:• � �- O�'�'- �i' O' v � �9 8 r u u �- 1 � �� � N 192 831.54-�15.2� �� rr,,' �� p \ °TT°�,8'� 1)v12 x8 TEE (MJxFL) W1 HTB , - l7 �r i E 1277 948.56 1 69 s i p 1 I I' ' Y. ' J•.'L�� �' ` \ U U / II 1 1 1jCy,- I 17.r,1 �� (. C-;) f f k 15. 7 6.0g �, 0Q LF ; x1` a; -,1 I� s�T k- ,� 1G x1 (1} 8 GV (MJxFL) c ss�sr f � 1?.,3 , ; x a �, •� ' SITS y _ 1+ °N,-,1 ; � \\.17 \I•; _, °' (1) 10" 90° BEND (MJxMJ) W/ HTB 811 W �, o w ; I - �, �. (1) a10° NIPPLE �o,� c.1 cn I 5 � , , I IV l , / C� ( it % / \ \ Al,� /CA , u u I l lk'� s.22 Dfi 1 1, I a _ 4.< � i ,L SEE WATER NOTE 7 ` ' ;�� , I�:_u r, 4 - \ <� h�,(1)�2 x10 REDUCER (MJxMJ ! \I j I .r 15 11 f u 1 ` �.-17.2c I Cn- L 'I i .11 1 15.9fl f l (,6� Z,,{�` 08 J�- :d . i j-`C � j/ -\. TQ �-' a1 �E % ' - AD 1'i1 `$� ` I �!� i •-�yi' , ! N 192 838.28 !Y-�s C"', 0 1 7p }� �r.2 ° G�` �.8� , 36 - 15.71 _ - - __t� - ',:- N 192,879.56 k''7�5 i `� I '- � I •�- ' C) , .fi I �;�, -15.E t�„ C ,;�, k15. ^� 1 p1'�� _A- - - 1 11 G 50 1 F' it s oT c _ _ _ �, - i E 1278 303.54 I I1� i t E 1,277,962.18 , �s;..) �, " ,G SDMH 4 �,, o0 , c _ =\K _ ', - _ � II 1, II 11 ��VC } �7 ? ,f`1� ^4 ' t'C All S'M1 11 `;l ��� - - - I / 1 ,! �f'CD r - - - - -\ - ^r2 I - ! 1 I� \\i., ; I it `� 1 10 x8 TEE MJxFL 'Wl OJT * s - ,4-t��r CONN TO EXIST 10 SD _ _ _ - - _ I _ _ _ �. ; ;r I RIM 1 96 �; o I () ( ) B 2 '-- �:I 3 _ _ _ _ _ _ _ !� LF 8 ,SD _ - 11 - 1 \ i II Sor 70,, ,�Af,° v \ "-> � , _ _N 192,81-2:8±- - F--�,D�- - - - - Gov -- - - - - ; "� , 12 (SE) I I ; 1 (1) 8 GV (FLxMJ) 0a,` o/v_. �, 5 FH _ - _ - __ - -. - + - - - - - - - - - �-s - - - '�_2 0%s� i -r _,6.5 - ryo, 811 _ _ i PIS >� _ - - - I _ E 1,278,050.2_ _ _ - _ _ - 19 � � ' t - = 9 ( ) _ K I i • 1 ` IE Y�' \� 1 N-192-810.15 I _ _ - _ -� a - - ' -_ - - s - l' RIM =----_--_- ---3- --- - 1, n, n_ - E `12 - i' � 1 - - - _ -- _ - 16 08�I � \ _ - - I- fi� ; , E 1,2�7,976.08 _ - - - _- 7� V Jj �, 0 c a \ ,--= '/ _ p } QCl- �lrf , _ _ - I -, ,� a. \ " - 11 11 - - - IE 8" 1070-(N) I / I C o.. "� ,_ _ ��_ F.n \ I 'a rt yy -s _ - - 1- ; Sr - ti. '1 $- x6_REDl1GfR- IVIJXMJ 11 '7s : r ! /'`�,,,,, ,b- :; '�: sc LJ;�. - -��F y z ; ., ( f `_� I E 10 = 10.6 XI T11 `fi' -p :1 11 ! =,7E _ ) ✓`' - 2�J !' 0 i � I[* II -/� t ` 8` p \ jl P / .� LIMITS OF WORK TYP - - _ 0 i 7 - (1) 6 NIPPLE S I / I ,`�:'' I ,�� � i ! I - , . i. i. LY' I ^ 'O V��,^ . ' - /� I I ;{\ . %1 - _ �`a - \-k.1Fi.2'T \ \ -� j +�"' i \ J �- \ \ \ I \ \ ! -i" _!� `!�, ° \c �G tit (1,( '�� �_� \ \ \ / \ LOT 2 '' \ \ !tn rA 1 \ /\ \ .,-16.06 , \ I i n !1FT - I f,, -� j' S . rim t \ / 1��.tL ��il�j A \ ��r4 V< __ A V I _ �? - t `i , 1 li' �� rfi &, 11fi� \ \I f \ y '` / - Q. ��J i'r.0 . . .. t\s.2 .s` ����`js � 9 �/ \ \ \ J7L�U�-��� l7 \ / { it /n \ \ / \ \ \ ,�/ \ I a C7 f nIll �1, (� �� ��1 � v v / -_ v / v C / I I : "CIO T r` co v . I ' �` `-c /\ \j � to � \ 01 / \ \, . 9 I I 1 _••e••s=•s••_••e�••e••e••e••e••e••e•l�•• •e ••e••e••e••e•• • � s•�• e ••e••e••e••e••e••••e••�••s�•e••e••e••e••e•ae••�••i• e••.��u•�e••e••e•�e••i••���• ••�••e••ie�•e••e••e�•�••e••�••� ••�•y ini .1••• MATCHLINE SEE SHEET C601 0� . 1� "' `�, F«v: CASING ENDr /\ SE.03 \ \ �`� ! .�� ~ ~ �/ �\ \ - G \ \ \ / � � �I , . I I� 17.5 \ll , a I ,, °` SEAL\ GYP2 ! \1 .�_ ti I J 0.. �_1s--., _ _.. t , I! i7.7 . ` r� \-5 �`\ \ ! 78:, I -\-_ ` / \ ` 00� n- ! I `- NOTES I'�, x;7.5� .�; �� C602 -C803 ` j ! \ \' \ -\/ i � zZ j . z / / - ors '' t9 A \ b:C \ - i7.c�• \ _ c,� c '` ``/ `�- 2 r n m o ( ; �.:i5 c:, � I �, 1. SEE SHEET C001 FOR GENERAL NOTES, LEGEND, AND i ' 11 • 76/ I ~` i7 / o SSMH 2 ! \' \\ 1 s L T L m ' ,`I I b_) �' 280 LF 10 I W I ABBREVIATIONS. X, " \\ , ,; , - G� \ 7 \ o jn � 0 \` f E 1,277,884.07 \ ! , \ - ,7 g3 /\ � _ CD, Z i ; I be , t , �. r `- / \ / \ \ \ 11 rat y j z > . 7.7 ` I 2. SEE SHEET C002 FOR STORM DRAIN NOTES. 1,, ,7.5I � i761 \ RIM = 17.51 \ \ ! \ \ \ / - �f ��� ' -,7.r" ss;�y \ -IE ��.� '79:40 (SW) \ \ \ // \ \ i \ \ ` \ \ \ \ \ �, o r- o 3. SEE SHEET C002 FOR WATER NOTES. �.I, �R; , - `\\ �LA7.21 Y,7.5 ! \ \ / \ ..�-7 -_ \// `1g m I i I I 8 1 1 _ -, (s._ 3 IE `9.30 (SE) /\ r \ ( I _ _I I I �, �C C� T c C \ ` 7.50 ! \ / \ I I V'� 1 t 21 LF 8 SSto _ _ - - - ►- ' (s�', 2"c � � `, � �r ! \ t \ I °° (�, , 4. SEE SHEET C002 FOR SANITARY SEWER NOTES. ��, _ - ' '��'� R" °c'7'° \ \ / I I^'� o _ - 0:46% _ - - ` _ _�so 7 i s'� °orEr° \'�c, Ta . z 7. 1 \i'\ �, r, .T 0 A � 4 Zt,9�\ Y� ; 181FV-W , - -- - --t 1v s yvv v y �yv 1�61Vj; l',r✓ v v/v v v / v �I I � _ N 193,043.69 ____ - '�, _ _ _Pi, . I � I , I _ _ - - - - - - 1 1 , �% �� 7 `- r r� ,7,.7 � ,7 a5 /v K I I I ! - _--- t� �� �6 . A A� n� >�: � ;, � h-�c� r I \ V v z 1 _____ E-1;2 7;838-91` tf ; _ -- -- _ } , v v vvvv 1, rT°,,,3 7 ' A, v v / 0 m - - -_.. _ 3..a "-_ 1 j �\ \ �17. ;�1 fry \ 5 17.'r0 \ 3 a 78 I �7 - II 11 - x 16.gJ� _; .: \ -- 6 _' A7 17.5 x17.1. (1) 10 x8 TEE (MJxFL) W/ HTB k k\ , �' �� ° � I ' s _ P \ (1) 811 GV (FLxMJ) �':'. '� EI '0 SMH; COT STD, ,7.41 - � - \� 7y� \ \ -_ ,-z-6Y / \ \ ` ( I I `�' ^ ` ; i�4 �N SHEET N0: SS=05 ! t r I I Fr n (1) 10 GV (MJxMJ) i _ `�-- - - ,7.cy �'\\ _ ` E�li, I I - I i 11 , j < <A V - _ ' - 1 !f �1p.i � TYP hZ(� 'Y \ \ \\`` f --°rY \ \"\ .` °lJ�n? ti II 11 K� \, J \. t Z I l, (- , (1) 10 NIPPLE _ _ _ - - `� 8 SS IN 16 CASING UNDER SOG r' I - > I�,11 - - = -q �:�s �__ _- ___ --- - _` \SSMH 1 vim, I;_� v k�w.�� v __ T v v � _: .� ,� FH' 7.C' _ _ n rl \��tiipi `� -I 7.91 I _ (, T _ �_ - , - - �`I r, `CONN TO EXIST SS 1 \ �._ ,17.70 I ? . 0 I __ _ N 193 052.08 - �- y - _ 1 f �• t:�. 1. r� r' _.. , ,- � � l ^\ \� __ ^\\ � � __ Lr d I .` - t _ - .- �r , , _'__ �. .06 ,:� N 193,076.6± x,7.0i \ ' .r \ �0 - _I ' I I E 1277 855.13 -- - - � �2� I \ \c \` , ^- 17•. �.os I I z 11 11 I,,, �w,. _.1.',,. 3 - M E 1,277,884.1±`� v_1 \- �, A 4S,7 .�\`-v, �-17'D2 ✓�c _ + I(1) 8 x6 REDUCER (MJxMJ) iti, I y'.1 � j r-----__I �[ _ ��' II �,. � • - _ RIM - 17.14 v A y \ ,_ 7 ���. 1 \� -,- �; i -, (1) 6 NIPPLEii� =':. ` 5.97 �_ 11 vv - - v v I P � �o�- k i__i7 I ? I ! 154't ? I x1` r I it r___I = 6+ ) A \ �\� Y r �c�'1 1 1!1 5% _I_l - q, 1j. E 8 9. _ (EXIST), C C J v � v y -� yv -` �� ,I 7 J /► ° I', Jf, Gr p I r • � ,' 11 A �I A�l v __ � 3,Q ?, ta, C" -c' A , k , ° I I M -i I v S ,, STORMFILTER MANHOLE ( I = sr ! IE 8 = 9.50 (NE) I "__ _ ,C ____ kG_ v v / jF�.;>'r� v ,,�� c °\^ I - . �C oz� 1 ; y 3 �p ; 8 �\ � :� ! j c N 192,980.12 r,, S �� of r 1. �� 6 � _< r- , E 1277 889.48 ��' ` �='" A - \ v s., 0--- ,� ����-� I ? 0a - II A \ r C. ,, ^ I r�". _ - -- 2_ _DIA STORMFILTER /� ;°' F,�, \ ssti 4g :: A�� y Y,�� 1 1 I co '� RIM = 15.00 I5' I ;vr I - t '° v / \ v ��n % `v ,& v c ° - ' . I 7. v _� I 11 = �;'• w 3 _ i , MANHOLE VVI-(5)=�12��1ZPG r v �' v /'� v l•'° U �,��ti�:/�� �.7. u -v v ^w �. v v �, ,� s I I I 11 IE 8 12.30 (S) V A _ _ \ , �\ ` \ \ 11 _ �.; _ -�. �r :I - - 1 • MEDIA CARTI.DGES `'`�-- _ -°-^' 17 \ \ \ \�� y=\�`�r \ .� �.\.` o; .\\�`! I I IE 8 - 10.50 (SW) ;� �), - _ r ii - _ .; \ i \� �� \,1a.�� �\ = x1&�° ! 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G 1 1�I , ' !� . t I I 11 !- E 0 .ft �' -0) M 1 -_ \I I `� C ! { 15 4.0 (( U> I- I ( !� A. l ja$ , � �a 1 r i k l T x f c `^' V Illtl I I I 6'r t I ! ! I o ea I r I !00 I I I i^ W " I t : ,� j?i ! ! I ! /! ji L° Y et e0 11.'? �` !� �11 O I ! / 1 ! 1 � 1, I G d\ �` �' ?�t Ili �- ! IiI �� li ; 1O- zlil � i -? 4 1 '�� -D (J Q in 0 ,� O � ,� 1s-! ; , x� 1 -1 11 f 00 I c� i AD 8 I � I � 0 I p 0I 1�' I .I I I , Imo! �Iz N-1931p�4��8 '� ( !+ it ,y x Q, 7,I 1!1 !I . �' ','i ! 11 , r I zII'I �1i. � �`_,I� I -�. �iE� 12.78.,282.54 ,�y ! I. ��' y w r II 8"SD ' c (I -= I� i R'IM �` 17_-21 c, i =I � s �� .,� M II ! 5.$) I .1 ,� a a Iz "'A", Il it 1f 'i ' , / Y !`§s \ I Via ! I E . !I �! �SICNAL ECG " � J �Is .� I ,� t !j i �° ,!� �q;�t r, Building Permit ;; ! , ! 0w-m / �' fl-I I . N.. I - ! ^° Il I. . l' - ��� ! I f / , 1 ti I� 't Drawing Title ' . ! i /� I { ; I ('11,11, UTILITY PLAN -AREA B I Ji . __ CD 1 f'! I _�� -1 t �,r O� x x .1 • �s I;I . -r k! i ! 1, �c � '� I � ;._ Drawing scales indicated ! I ' � ! I) apply to 24" x 36" drawing 1' C I ! � . � I sheets. Scale may not be I = i ( 1 I 1 ! ! t accurate if drawing plots !It cn ! ! s , 1 !1 I ! � I!� are less than this size. kl �' I '.C�s , FH .11 - I ! hi'�',< Revisions Y!' 11� N 192�910.50 b ' � �� I ;11 I b- j 1 I �, I I �� ! No. Description Date E 1,278,340.01 ! i , " { Ili I I 1 Correction 3-16-15 t! II 11 I Ii I �! �I1 �, "� �(1) 811x6 REDUCER; (MJxFL) 11,• Letter ({, 6 NIPPLE I I 2 RF1 014 4-2-15 3 ( I Ill i �: � AS1010 12-15-15 �I!1\; �. 1t9 I f l I I I !'I I ill . II; \% i ! ' � FH ASSEMBLY ! ! ! ! ', II _ : r_:C_::.' I , ' q p I - � x; I - , ;- '4 i COT SHEET N0. WS 13 I � ' I • �T-- I �� U'I 11, SEE WATER NOTE 10 I ' h - 111!'� !! I ' ! DEC 21 2015 j7t1 T 1 ^� ! ; L 11 I . 1 i� ; D I - ` I 1' 11 LF 8 W �": ;I f„ '�IT CENTER \t�� _ ; r 1 i I I I 1 Il ,� HR �A% t`��' _I 111 I = i I, ;_. 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CONC. vvvvvvvvvvv vvvvvvvvvv°vvvvvvvvvvvvvvvvvvvvvvvvvvvv7vvC POLE TO REMAIN IN PLACE, TYP.7v vvvvvvvvvvvvvvvvvvvvv vvvvvvvvvvv v vvvvvvvvvvvv vvvvvvvvv v vvvv vvvvvvvvvvv vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv v vvvvvvvvvvvvvvvvvvvvvv vvvvvvvvvvvvv vvvvvvvvvvvvv EXISTING CURB TO REMAIN LIMIT OF LANDSCAPE WORK LO MATERIALS AND LAYOUT PLAN 00 i 4�//� (7y EQ. SPAC h' RAISBECK / AVIATION HIGH SCHOOL 15 L5.10 STEEL EDGING O GRAVEL CONC. SIDEWALK IN PUBLIC VAULT; VERIFY SIDEWALK TO MEET RIGHT—OF—WAY SCORING AND LOCATION IN FIELD 5 —0 TYP. AND MATCH AVIATION HIGH JOINTING CONSTRUCTION PER C.O.T. STD. RS-11. SCHOOL DIMENSIONS/LAYOUT OF SCORING IMPROVEMENTS TO AND JOINTING LAYOUT PER THIS THE NORTH SHEET SURFACING SCHEDULE CODE TYPE COLOR FINISH DETAIL REF. 1 CITY OF TUKWILA STD CONCRETE NATURAL LIGHT CITY OF TUKWILA SIDEWALK GRAY BROOM STD RS-11 CONCRETE NATURAL LIGHT 3 2 PAVING GRAY BROOM C801 0 ® PROPERTY LINE 1 SURFACING INDICATOR, REF. SURFACING SCHEDULE ° ° ° ° °vv CITY OF TUKWILA TYPE II vv ° ° v v ° PLANTING AREA LAWN o C.I.P. CONC. SEAT WALL 1 SJv SCORE JOINT CJo CONTROL JOINT SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM WorkshOPLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop. net e. it n Val Building Permit Drawing Title MATERIALS AND LAYOUT PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate ifi drawing plots are less than this size. Revisions No. Description Date 1 ASI-010 12/15/15 STATE OF WASHINGTON LICENSED LAN SCAPE ARCHITECT LICENSE 4 EXPIRES ON C4 s Y Oi' `Ui'.'NiLA DEC 21 2015 Drawn by PVPERMIT CENTER Chi Ice¢ VIEWED FOR MB CODE COMPLIANCE Dat APPROVED ou 6/15 FEB 0 5 2016 Pr ect No 21 012 Co sultaeWt'118knMIa 0 BUILDING DIVISION Drawing No 0 10 20 40 1 FIN. GR. PLANTING SOIL 4" R. TOOLED EDGE, TYP. NO SHINERS OR TOOL MARKS =m o= � A. CONTROL JOINT C.I.P. CONC. PVMT. C.R. BASE COMPACTED SUBGRADE CONCRETE PVNG. FIRST POUR CONSTRUCTION JOINT CONCRETE PVNG.— SECOND POUR #4 SMOOTH TIE BAR CAST I N FIRST POUR @ 12" O.C. B. CONSTRUCTION JOINT C. ISOLATION JOINT ,C.I.P. CONCRETE PAVING SCORING & JOINTING SCALE: 1 " = 1'-0" #4 CONT. HORIZ. " D ELEMENT, WALL, STEP, UMN OR LT #4 x F1 @12" O.C. EASE ALL TOP AND ALL SLOPE s"/FT. VERTICAL EDGES 2'-0" ° A°A - • • d d. ® d .d CI-R. ° ° d w ° ''04 4 CD d'°•• d.. .d d ° ISOLATION °I 'd - o JOINT .:.. d.. ° 4.' `R d C . d 14 d d VId d• - J �O°OmE ' d° ° d ` d a d CD 1 -102 6 C.I.P. CONC. SEATWALL SCALE: 1 1 /2" = 1'-0" C.I.P. CONC. PLANTING AREA AT BACK OF SEATWALL #4 @12" O.C. CONT. HORIZ. EACH FACE COMPACTED SUBGRADE LEGEND 1. CONCRETE PVMT. SECTION, REFER CIVIL. 2. TOOLED CONTROL & CONSTRUCTION JOINTS. A" RADIUS TOOLED EDGE. NO SHINERS OR TOOL MARKS. 3. 3/8" ISOLATION JOINT MATERIAL. 4. CONSTRUCT ISOLATION JOINTS WITHOUT SHINERS OR TOOL MARKS. 5. SEE SHEET 1-1.00, FOR FINISHES. ENLARGEMENT OF ISOLATION JOINT. SANDBLAST FINISH ALL EXP. SURFACES 2'_0lf EASE ALL TOP AND SLOPE J"/FT.I ALL VERTICAL EDGES ................... co I ....... ................... . FINISH GRADE cv 12» REVEAL, TYP. AT FRONT AND ENDS END ELEVATION PLAN MULCH LAYER FILTER FABRIC CONTINUOUS. SECURE TO PERF. PIPE W/ S.S. STRAP PERF. PIPE W/ PVC BASE SHEET LOOSE LAID & CENTERED OVER DRAIN C� 3' SQ. MIN. 4" THICK PVC BASE SHEET W/ HOLE TO MATCH PERF. PIPE DIAMETER SCALE: 1 " = 1'-0" VALVE BOX (BLACK) W/ LOCKING LID RIGID PERF. PIPE. VERIFY DIAMETER IS WIDER THAN DRAIN BODY CONNECT FILTER FABRIC BY LAPPING BRICK SUPPORT 4 GALV. STL. ANGLES ATTACHED TO PERF. PIPE AND PVC SHEET W/ FLAT HEAD S.S. FASTENERS DRAIN BODY, REF. CIVIL AHS_PLNT—DRN v� { 2 � g SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM WOrkshOPLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop. net _r 'z Building Permit Drawing Title DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI-010 12/15/15 STATE OF WASHINGTON LICENSED L0. PE ARCHITECT .IMF KEU.ER LICENSE EXPIRES ON DEC 2 12015 Drawn b Pf E •EAd.�,R ..._ REVIEVNED FOR Check OODE COMPLIANCE MB APPROVED Date 01/26 5 FEB 0 5 2016 Proje No 2140 2 city of Tukwila cons I@McDWG DIVISION Owner Project No Drawing No P.O.C. — EXISTING 2" I V MAINLINE DOWNSTREAMy OF METER AND CROSS I CONNECTION 2 ASSEMBLY © MUSEUM OF FLIGHT SPACE I / GALLERY A n,� I` Un M ►: LO r IRRIGATION PLAN — SOUTH co EXIST. IRRIGATION CONTROLLER. REF. NOTES i� NEW ELECTRICAL CONDUIT. LOCATE �ND ROUTE CONTROL WIRES THROUGH CONDUIT TO EXISTING IRRIGATION CONTROLLER. CUT AND PATCH EXISTING ASPHALT AS REQUIRED 11/4" 11/4" / 2 1" 131.81 B S 1114�4 Is -o J. I I I I i I i I i I I I I B B B B B J. `B O°0 0�l s s s s s S 211 S � 1" 11/a" 1 I I j j 15 11/a" 12 E i W M.05 COVEREj AIRPARIaC I - i -- - i Aly / a 2" 11/4" 11/4"11.4" At L ..e 2„ I I 11/a" SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM WorkshoPLL. LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net Building Permit Drawing Title IRRIGATION PLAN - SOUTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI-010 12/15/15 STATE Of WASHINGTON LICENSED LANDSCAPE ARCHITECT JIM KEIJ.ER LICENSE, -7 EXPIRESON_ C f ; C("'O1 f Ui `A"1' A Drawn ,SEC 2 1 2015 PV PERMIT CENTER Checked by MB Dat REV(EVYED FOR 01 J30DE COMPLIANCE Proj ct No APPROVED 214 12 FEB 0 5 2016 Cor sultant Project No Owl er PreOf TltWla , P AJOING DIVISION 0 5 10 20 40 Fr 7 ti LID 1` u7 T— O N 00 7 IRRIGATION PLAN - NORTH SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM S'NeWorkshOPLI-C LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net s r t Building Permit Drawing Title IRRIGATION PLAN - NORTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI-010 12/15/15 STATE OF WASHINGTON LICENSED LA CAPE ARCHITECT � L -%A, - UCENSE N2 *70A, EXPIRES ON PV Drawn by DEC 21 2015 M Date Project 21401s ZpAff—C REVIEWED FOR CODE COMPLIANCE APPOOVED FEB 0 5 2016 Consul nt Pro ect No City of Tukwila Owner [BOWING DIVISION Drawing No 7 00 z o N �r n i-FINISH GRADE ���\�\N'(0" DIA. VALVE BOX WITH LOCKING LID i 1" BRASS QUICK COUPLER VALVE BACKFILL WITH SELECT MATERIAL 3" OF 1-1/2" WASHED ROCK V 3.�Oo 0� FILTER FABRIC (TYP.) i COMPACTED BACKFILL MATERIAL 1" SCH 40 GALVANIZED TRIPLE SWING JOINT ASSEMBLY (TYP.) CH 80 PVC THREADED FITTING (TYP.) NOTE: USE TEFLON TAPE ON ALL THREADED FITTINGS QUICK COUPLED VALVE SCALE: N.T.S. ROOFING NAIL TO MARK SLEEVE PAVING CLEAN AND LIGHTLY COMPACTED BACKFILL TRACKING TAPE 6" ABOVE MAINLINE SCH. 40 SLEEVE SCALE: NTS /A co 0 N 12" PRE -ASSEMBLED SWING JOINT MARLEX MIPT x FIPT 90° STREET ELL TOP OF SPRINKLER 1" ABOVE PLANTING BED FNISHED GRADE 12" PRE -ASSEMBLED SWING JOINT 45° OR LESS FRONT VIEW POP-UP SPRINKLER MARLEX MIPT x FIPT 90° STREET ELL IRRIGATION SCHEDULE LATERAL SYMBOL MANUFACTURER/MODEL/DESCRIPTION PSI FS x FS x FIPT TEE Hunter PROS-06-PRS30 5' strip spray 30 14 DEDICATED TRACE WIRE Es Lcs RCS cs ss Shrub Spray, 30 psi regulated 6.0" Po U p. Co -molded wiper seal with UV Resistant Material. ® ©®' 30' (i2} i5 tn% Hunter PROS-06-PRS30 AD] 30 TOP OF SPRINKLER FLUSH WITH Shrub Spray, 30 psi regulated 6.0" Pop -Up. TURF FNISHED GRADE Co -molded wiper seal with UV Resistant Material. G15G Hunter MP3000 PROS-06-PRS40-CV 40 POP-UP SPRINKLER Turf Rotator, 6" (15.24 cm) pop-up with factory installed check valve, pressure regulated to 40 psi MARLEX MIPT x FIPT (2.76 bar), MP Rotator nozzle on PRS40 body. B=Blue 90° STREET ELL adj arc 90-210, Y=Yellow adj arc 210-270, A=Gray 360 arc. LATERAL MARLEX MIPT x FIPT 0 90i STREET ELL FS x FS x FI PT TEE SIDE VIEW POP-UP SPRAY HEAD ASSEMBLY MFSG_QC � J SCALE: N.T.S. MFSG_SLEEVE JUMBO VALVE BOX W/ LOCKING LID EXTENSIONS (AS REQ'D) WATERTIGHT WIRE SPLICES (TYP) SCALE: NTS � CUT NOTCHES IN BOX FOR PIPE AS o�Oo R EQ' D AT EACH END Mo""o�0000�v00000�vo10000 o�6u ��Uv MUELLER BRASS STOP VALVE UNION (2 PLACES) (FOR ISOLATION) AUTOMATIC CONTROL VALVE SCH 80 PVC THREADED FITTINGS & ADAPTERS (AS REQUIRED) 3" OF 1-1/2" WASHED ROCK OVER CONTROL WIRES (BUNDLED GEOTEXTILE FABRIC UNDER MAINLINE) NOTE: CUT "U" SHAPED NOTCHES IN BOTH SIDES SCH 40 MAINLINE (OR PER PLAN) OF VALVE BOX THAT ALLOW 2" MIN. CLEARANCE FROM TOP OF PIPE TO TOP OF CUT-OUT. USE TEFLON TAPE ON ALL THREADED FITTINGS. AUTOMATIC CONTROL VALVE N.T.S. :1 MFSG-CONT VALVE MFSG-POP UP TOP OF SOIL COVER, EXCLUDING MULCH III=IIIEf R=___COMPACTED CLEAN AND LIGHTLY -= BACKFILL 11 =IIIt- - TRACKING TAPE 6" - ABOVE PIPE - LATERAL LINE MAINLINE - - = ATTACH IRRIGATION I -III -III -III= WIRE TO MAINLINE AT INTERVALS OF 15'-0" MFSG-TRENCH SYMBOL MANUFACTURER/MODEL/DESCRIPTION DETAIL Rain Bird PEB 1", 1-1/2", 2" Plastic Industrial Valves. Low Flow Operating Capability, Globe Configuration. Rain Bird 44-LRC 1" Brass Quick -Coupling Valve, with Corrosion -Resistant Stainless Steel Spring, Locking Thermoplastic Rubber Cover, and 2-Piece Body. Matco-Norca 770S PVC White Ball Valve for Sch 40 and Sch 80 Pipe, solvent slip ends with 'T" Handle, same size as mainline. 1/2" to 4". Irrigation Lateral Line: PVC Schedule 40 PVC Schedule 40 irrigation pipe. Only lateral transition pipe sizes 1" and above are indicated on the plan, with all others being 3/4" in size. Irrigation Mainline: PVC Schedule 40 Pipe Sleeve: PVC Schedule 40 Typical pipe sleeve for irrigation pipe. Pipe sleeve size shall allow for irrigation piping and their related couplings to easily slide through sleeving material. Extend sleeves 18 inches beyond edges of paving or construction. Valve Callout -- --- -- --- Valve Number ,. -- --- --- Valve now - ,_ -- ---- ----- Valve size IRRIGATION NOTES: CRITICAL ANALYSIS Generated: P.O.C. NUMBER: 01 Water Source Information: FLOW AVAILABLE Water Meter Size: 2" Flow Available: 84.89 gpm PRESSURE AVAILABLE Static Pressure at POC: 60.00 psi Elevation Change: 1.00 ft Service Line Size: 2" Length of Service Line: 20.00 ft Pressure Available: 59.00 psi DESIGN ANALYSIS Maximum Station Flow: 49.62 gpm Flow Available at POC: 84.89 gpm Residual Flow Available: 35.28 gpm Critical Station: 6 Design Pressure: 30.00 psi Elevation Loss: 0.00 psi Friction Loss: 4.70 psi Fittings Loss: 0.47 psi Loss through Valve: 4.80 psi Pressure Req. at Critical Station: 39.97 psi Loss for Fittings: 0.68 psi Loss for Main Line: 6.80 psi Loss for POC to Valve Elevation: 0.00 psi Loss for Backflow: 0.00 psi Loss for Water Meter: 1.88 psi 2015-12-03 13:25 Email correspondence with Clark Miller @ Museum of Fligh Space Gallery Critical Station Pressure at POC: 49.33 psi Pressure Available: 59.00 psi Residual Pressure Available: 9.67 psi �ZAI VF SC;H� J F NUMBER MODEL SIZE TYPE WIRE PSI PSI @ POC GPM HEAD ELEV VALVE ELEV PRECIP 2 Rain Bird PEB 1" Turf Rotary 42.69 44.31 31.81 0.00 ft 0.00 ft 0.45 in/h 3 Rain Bird PEB 2" Shrub Spray 39.21 44.66 40.87 0.00 ft 0.00 ft 1.51 in/h 4 Rain Bird PEB 1" Shrub Spray 34.62 35.37 14.75 0.00 ft 0.00 ft 1.36 in/h 5 Rain Bird PEB 2" Shrub Spray 41.28 47.80 45.50 0.00 ft 0.00 ft 1.62 in/h 6 Rain Bird PEB 2" Shrub Spray 39.98 49.33 49.62 0.00 ft 0.00 ft 1.52 in/h 7 Rain Bird PEB 1" Turf Rotary 43.79 48.28 34.96 0.00 ft 0.00 ft 0.49 in/h 1. THE IRRIGATION CONTRACTOR SHALL TEST STATIC WATER PRESSURE AT IRRIGATION POINT OF CONNECTION PRIOR TO CONSTRUCTION. REPORT ACTUAL PRESSURE READING AT THE POINT OF CONNECTION TO OWNER'S REPRESENTATIVE AND LANDSCAPE ARCHITECT. DESIGN PRESSURE FOR SPRAY 7.0NES IS 30 P.S.I. DESIGN PRESSURE FOR ROTARY ZONES IS 40 P.S.I. CONTRACTOR WILL MODIFY IRRIGATION SYSTEM LAYOUT AS NECESSARY TO ACCOMMODATE AVAILABLE PRESSURE. 2. THIS PLAN IS DIAGRAMMATIC AND DESCRIBES AREAS OF LANDSCAPE TO BE COVERED BY AN AUTOMATIC IRRIGATION SYSTEM. POINT OF CONNECTION, MAINLINE ROUTING, AND IRRIGATION CONTROLLER ARE INCLUDED IN THE PLANS. AVOID ANY CONFLICTS BETWEEN THE IRRIGATION SYSTEM, PLANTING, SITE LIGHTING, UTILITIES AND ARCHITECTURAL FEATURES. 3. THE IRRIGATION SYSTEM'S POINT OF CONNECTION WILL BE THE EXISTING 2" MAINLINE DOWNSTREAM OF THE METER AND CROSS CONNECTION ASSEMBLY AT THE MUSEUM OF FLIGHT SPACE GALLERY. 4. IRRIGATION ZONES WILL USE ROTARY HEADS OR SPRAY HEADS AT ALL AT -GRADE PLANTING AREAS. 5. TRENCH LAYOUT REVIEW SHALL OCCUR PRIOR TO INSTALLATION OF IRRIGATION SYSTEM AS PER WRITTEN SPECIFICATIONS UNLESS OTHERWISE DIRECTED BY OWNER'S REPRESENTATIVE. 6. THE IRRIGATION CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SLEEVES AND CHASES UNDER PAVING, THROUGH WALLS, AND FOR ALL CONTROL WIRE. 7. EXISTING IRRIGATION CONTROLLER IS A RAINBIRD ESP -MC 12 STATION UNIT. 4 STATIONS CURRENTLY USED FOR THE M.O.F. SPACE GALLERY. REMAINING 8 STATIONS AVAILABLE FOR AIRPAPK PROJECT. 8. PROVIDE (1) SPARE CONTROL WIRES FROM THE IRRIGATION CONTROLLER TO FURTHEST VALVE LOCATIONS AT EACH END OF THE MAINLINE. PROVIDE 48" EXPANSION COILS AT EVERY VALVE BOX ALONG SPARE WIRE RUN. HOUSE SPARE WIRES IN DEDICATED VALVE BOX. SEE SPECS FOR COLOR CODING OF CONTROL WIRES. 9. DO NOT WILLFULLY INSTALL THE IRRIGATION SYSTEM AS SHOWN ON THE DRAWINGS WHEN IT IS OBVIOUS IN THE FIELD THAT OBSTRUCTIONS, GRADE DIFFERENCES, OR DIFFERENCES IN THE AREA DIMENSIONS EXIST THAT MIGHT NOT HAVE BEEN CONSIDERED IN THE ENGINEERING. SUCH OBSTRUCTIONS OR DIFFERENCES SHALL BE BROUGHT TO THE ATTENTION OF OWNER'S REPRESENTATIVE. IN THE EVENT THIS NOTIFICATION IS NOT PERFORMED, CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR ANY REVISIONS NECESSARY. INSTALL ALL IRRIGATION TO ALLOW FOR FULL SERVICEABILITY. 10. ANY DAMAGED CONCRETE, OTHER SURFACES OR IMPROVEMENTS NOT DESIGNATED FOR DEMOLITION SHALL BE REPLACED TO MATCH EXISTING. 11. THE CONTRACTOR SHALL ADJUST EACH PRESSURE COMPENSATING REMOTE CONTROL VALVE AND PRESSURE REGULATOR FOR OPTIMUM PERFORMANCE AND TO COMPENSATE FOR PRESSURE AND FRICTION LOSS. THE CONTRACTOR SHALL FLUSH AND ADJUST ALL SPRINKLER HEADS FOR OPTIMUM PERFORMANCE AND TO PREVENT OVERSPRAY ONTO WALKS, ROADWAYS AND/OR BUILDINGS AS MUCH AS POSSIBLE. THIS SHALL INCLUDE SELECTING THE BEST DEGREE OF ARC AND RADIUS AND DRIP LINE SPACING TO FIT THE EXISTING SITE CONDITIONS AND SELECTING THE APPROPRIATE NOZZLE TO OBTAIN THE OPTIMUM OPERATING PRESSURE FOR EACH SYSTEM, AND HEAD COVERAGE. 12. PROVIDE 11 " x 17" LAMINATED CONTROL CHARTS PER SPECIFICATION REQUIREMENTS. 13. CONTRACTOR SHALL SIZE LATERAL PIPES PER PLAN AFTER FIELD ADJUSTMENT TO HEAD LAYOUT AND MODIFY PRODUCT TYPES TO ACCOMMODATE ACTUAL SITE CONDITIONS. ADJUST ALL PIPE SIZES AND MAKE ALL NECESSARY ADJUSTMENTS TO PROPOSED SYSTEM AS FIELD CONDITIONS AND SYSTEM CHANGES OCCUR. SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 t SRGPAR T NERSHIP.COM Worksh0PLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.286.3026 206.285.3629 fax www.siteworkshop.net ,mR } Building Permit Drawing Title IRRIGATION DETAILS & SCHEDULE Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASi-010 12/15/15 STATE OF W ASHINGTON LICENSED LA Pf ARCHITECT JIM IiELL.ER LUICrE ENSE DEC 2 12015 Pv ^REVIEWED FOR Che klPE COMPLIANCE MB APPROVED Dat FEB 0 5 2016 01/ /15 Proj ct No 214 12 Cify Of Tukwila i i a ti LO co I` In PLANTING PLAN - SOUTH 00 X5xx 2 .1 PLANT SCHEDULE TREES CODE BOTANICAL NAME COMMON NAME SIZE CONDITION SHRUBS SOR DWA 36 CODE QTY {�} ITE LIT 403 LON MOS 323 Q NT Q PH GROUND COVERS QTY 2,506 179 Sorbus americana ' Dwarfcrown' BOTANICAL NAME Itea virginica 'Little Henry' TM Lonicera pileata 'Moss Green' Nassella tenuissima Red Cascade Mountain Ash B & B 2.5"Cal COMMON NAME CONT SPACING Virginia Sweetspire 1 gal 18" o.c. Moss Green Honeysuckle 1 gal 24" o.c. Texas Needle Grass 1 gal 18" O.C. 992 Pennisetum alopecuroides 'Hameln' Hameln Dwarf Fountain Grass 1 gal 18" o.c. BOTANICAL NAME COMMON NAME CONT SPACING SPACING Rubus calycinoides Green Carpet Raspberry 411pot 12" o.c. 2 15,522 sf Turf Sod Drought Tolerant Fescue Blend CITY OF TUKWILA PLANTING NOTES sod 1. ALL PLANTING BEDS SHALL BE AMENDED WITH COMPOST TO ACHIEVE A Al FINAL ORGANIC MATTER CONTENT OF 3%-7% (LOI). THE AMOUNT OF COMPOST AMENDMENT SHALL BE DETERMINED BY ANALYSIS OF EXISTING SOILS AND BASED ON THE RECOMMENDATION OF A CERTIFIED SOIL LABORATORY. 2. ALL PLANTING BEDS SHALL BE AMENDED TO A DEPTH OF 18 INCHES. 3. MULCH SHALL BE INSTALLED 3" CLEAR OF ALL TRUNKS, WOODY STEMS, AND CROWNS OF GRASSES AND PERENNIALS. 4. ALL TREES SHALL BE INSTALLED ON COMPACTED SUBGRADE TO PREVENT SUBSIDENCE. THE ROOT FLARE OF ALL INSTALLED TREES SHALL BE VISIBLE 1"-2" ABOVE FINISHED GRADE. EXCAVATION OF THE TOP OF THE ROOT BALL MAY BE NECESSARY TO EXPOSE THE ROOT FLARE. rvv��vv PENNISETUM ALOPECUROIDES `HAMELN` n SORBUS AMERICANA 'DWARFCROWN' NASSELLA TENUISSIMA n RUBUS CALCYNOIDES CROWN PLANTING SOIL IN PLANTING ITEA VIRGINICA 'LITTLE HENRY' CROWN PLANTING SOIL IN PLANTING — AREA 1 " HT. PER 1' WIDTH WITH HIGH LONICERA PILEATA 'MOSS GREEN' AREA 1 " HT. PER 1' WIDTH WITH HIGI POINT IN CENTER o POINT IN CENTER z g w V 1W E. MARGINAL WAY S SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i WorkshoPLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net r Building Permit Drawing Title PLANTING PLAN - SOUTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Addendum 003 02/13/15 2 ASI-010 12/15/15 STATE Of WASHINGTON LICENSED LANDSCAPE ARCHITECT VJVA fMU.ER ucENSE �� EXPIRES ON : ::\` 'e1 7r 0i If si':°I1'iLA PDrawn6EC 2.1 0 FOR C ANCE APPROVED D e FEB p 5 2016 01 6/15 Pr 'ect No 21 012 city ®f Tukwila Co s6taiumIVISION Owner Project No Drawing No 0 5 10 20 F9 0 ti LO M LO V- C) N r E. MARGINAL WAY s PLANTING PLAN - NORTH POINT IN CENTER LUNIUL.IAM f ILCHI/A IVIU33 vR=111 *I SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM SiteWorkshOPLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net Building Permit Drawing Title PLANTING PLAN - NORTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Addendum 003 02/13/15 2 ASI-010 12/15/15 STATE OF WASHINGTON LICENSED LANDSCAPE ARCHITECT in KELLER LICENSE 1 EXPMS ON f C(';- Yi)t "i 1: iLA DEC 2 1 2015 PV Drawn ettllffl F CENTER Che.kecgVIEWED FOR MB CODE COMPLIANCE Date . APPROVED 01/ /15 FEB 0 5 2016 Proj at No 214 12 'BUILd NG DIVISION roiect No Drawing No —V------� ' West Property Line— — — — — — - — --- -'-- --- �'--------- „ „ { Z • i e of work, typ • ' Extent of scope stalls New (51) striped parking - ' �i ' ---------'-'- -- -.........--- I — ure existing This area: recong _ spaces, unload zones and drive * - 6 ADA van * —. aisle crossings with O i ' in. _ --- i ed unload areas stalls, (3) str p • 2 striped drive aisle - and O _ - crossings as shown61 6, 1 ADA van parking .; 6, Existing () ' stall to remain -- Striped ADA access route from I� parking stalls Goo li lace This area: rep j r 21 existing spaces;--- 7� 00 25'-0" MINCq . - TYP. A 19'-011 MIN. TY_ P. 0 d Buffer locations Shoreline Setback an ' See Civil for Civil, not to encroach Q for gene per V a •F 6° concrete pad 9 djaCent drive aisle, ! (18 existing concrete w alk or a 201x8'Wx11H enerator enclosure, PROJECT COVERED e of work, tYP O Emergency 9 PR CO sco SPACE V Extents of P PARKING GALLERY AIRPARK - - ed bulb drive bulb SPACES 110 New step spaces for fire lane, aisle / r 67 Ve 10) p Total: 5 Remo ( extents 3 t property Line sheets G201, G202 ADA: 4 5 4•5 Wes p ti -- Access from 94th PI S, easement e survey % ADA: 6 ' / fire hydrant For additional easement to Bicycle: 3 Existing F�, \��� 4 S aces for fire lane, new bulb _ for fire lane i / �o:o, Remove O p - - -Remove (3)spaces ical, _ . �;- ZZ de ire lane, tYP turns _ .. j -.. Gas - of 20 w► meter tur Outl►ne side diameter Proposed Parcel Boundary ; , ►n Z , r / outsi de diameter, 20 t per Civil ` / 401ou fire hydrant p - - New / ��� � GM9C� New drive lane / T/ j New striped Parking bulbs l i ' i - % / // • typical � / -� • (5) Pole light fixturer res, tyP / - / / 1 / F hydrant per Civil / i .._. • • •=. New fire / - •,�-•.,_..._•r , ed par stall and bulb New strip p _ t Ical adjacent to building .Noma••"•"" Wheel stops, yp _ ' wheel stops where available •..... -.._ e..-tl g •..._• - - • Reuse and relocate _ .0"O•." — — i moon NeW striped parkin stall per Civil 11 •_.__.._. ..._•- — — — 6,1 concrete pad at ortable modules p T•�,.,.......�.•....- (18) • •'- • •'� 16) 0 1 ortabl food trailer, KV000 0 Comm "No tainers () P 3 <- ( storage con — / �•-----•""" � 4 portable s 9 •� -� hydrant per Civil O dIm• per A101), tyP ' fire by OFOI ( ..._• '- �- New P .._----•�" 1 (17) ��(16) ,........---•-- R stro m m dule , OF 0 --_ — ----- Q O ����< • .g Q 4 1/2 _.>.21 WE Portable storage container 2 • ,�,' OFOI (dim. per A101) r � Extents of scope of • work, typ. Existing gravel • New concrete paving per Landscape r, z Existi ng bike rack , a h m 3 :. a < < 0 , o _ < , w > » SCHOOL capacltY bikes e J 7 » i F e l c f' a : Main visitor entry r; 4. u�. r � r through Space < . < L, n a�iLx. •+ e� Accessible w concrete path x w v j I entranOLandscape<� a ce t r .. : Covered ARpark -4 N « r_ t ti K. t Vehicle gate with Ga llery e.>. H nremovable a P� : n center oost East Property Line i O LO a6 LO T C) N 00 r N T for layout and location 4, I of perimeter bollardsR F i r 3 • i _ i— /// / i 00 1 Site Plan 11. = 20'-0" E9 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRG PARTN ERSH I P.COM is 1: ! �n s, .w RIVfI/'1f\V LICYC STATE OF WASHINGTON Building Permit Drawing Title SITE PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 AS[ 004 08/10/15 2 D15-0018 10/21/15 Permit Revisions #2 3 AS1010 12/15/15 'r . y tiCW I ;si`.' 1'tLA DEC 21 2015 PERMIT CENTER Drawn by Author Check byREVIEWED FOR Check rCODE COMPLIANCE Date APPROVED 12/15/1 Project o FEB 0 5 2016 21401 Consul nt Prd*l& TUkMIa Owner Drawing No t Terminate chain link fence w/ end post adjacg%,tstqrAae container, typ Sim. 5/A411 E-Asft Space Gallery X5xx 0 20'x8'x8' portable storage container 1 3 19 20 21 O.F.O.I. typ, Manufacturer -modified A301 1 17 18 shipping container, w/ painted steel shell assembly, louver vent, interior A3o1 16 vertical rai leader enters 15 slab at co ner, painted to 5' lighting, -0" metal roll -up door and 4 13 14' mat Cfure— lock assembly to be accessed from A411 12 / - within airpark. Stored components / expected to include maintenance & 1 O 11 236'-9 318" / '-3 5 10 -----7li, g`' N / / CO / A412-' ^&0 2 12 / y ' `\, / / A412 / 4 / J M N N �10 � w Y iv N .t N I 1}i --E-xistin tion- — — High School 4? C3 CO — — A — = - — A413 - ------ . N 20/ B — — — ----- A413 61 4 ' O, ii / / A412 / 182'-0" 22'-9" 22'-9" 22'-9" 22'-9" / * 182'-0" N / / o, ' I i Sim. / / 180'-3" clear o enin / / / r — — — — — — / 21 / p 9 — * — $' — / / / 180'-3" clear IL 4__/ 7i 7 1k I _.. _....._...... _._....._ . _ _.. __. _..... __.... ...... ... _....... ..................... _.......... .... „ � � _ _ _ _...,,�. Thermal camera and security / _..-._.__. _._.._._. . _ .. __.. _..__._. ._.:. _. _.. --. _. _. _ ...... -- -...- -._........._...__..._..._....._._....__._.....................__...... EQ EQ / / / 5_7 _... 2__°..._1......_..._.............._.__._...._ �`_.........�. 12._� ......: 5-7 1 ---- �� / camera mounted 18' AFF at typ. fence post spacing �-1— — Sim. Sim. / 20: io 5 15 / Sim. — — — 1 2 �03� each corner typ. A501 A412 A412 A412 A 12 A412 tYp / Security fence, 8' tall chi link bla k vinyl coated, typ -------•-----------------•--------------•--•-------------------------------..—..----------------------..—..—..-------------------------------------------------------------------------------------------------•----------•--------------•--------•-------- — 20 S b k -------------•-----------•------------------------ --- et ac Note: Provide low voltage motion detectors at (7) accessible aircraft: _ 747, 787, Concord, AF-1, 9 Constellation, BAT B-24 N — -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- --r East Property Line Level 1 1/16" = V-0" N N N M 6 LO O N 00 N T 2 A201 G SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 S RG PARTN E RS H I P. COM • ------------ E,. �5 w Building Permit Drawing Title LEVEL 1 FLOOR PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Addendum 002 02/04/15 2 D15-0018 09/30/15 Permit Revisions #1 3 D15-0018 10/21/15 Permit Revisions #2 4 ASI010 12/15/15 Ct i Y yr "f :.s i A'tLA DEC 2 1 2015 PERMIT CENTER Dra au or �REVIEWED FOR CO CCODE COMPLIANCE Ch ker YAPPROVEO Dat FEB 0 5 2016 12/ /15 Pro Bct 214 12NoCify Of TUkwila BUILDING DIVISION Co Owner Project No Drawing No C 01 LO T C) N 00 T N T- 11 10 , � Al > Edge of slab on grade, / start of concrete apron. +/- 11' - 3 3/8"' Joints in concrete apron not shown for clarity. ' Screen assembly above shown dashed Concrete pad for switchgear poured separately; see A503. See 2/AF101 for , + common call -outs x5xx / i e - ;/ 17 61 16 \ 3-0, 14 \ Isolation Joint �4F101/ 1/4" = V-0" ..... ..... ._.. ..... .__._................ Si Si Si Si N E) ar E) stl i r-- \ M; ps PE ......... St sp ini lei sc Level 1 - Slab Finish Plan 1/16" = V-0" 11 Steel column per Structural, painted / / C o 0 r sr, N . o w , , / \i / Isolation Joint at Column 13.25-11 Isolation joint per Structural Control joint, typ Drilled 2" dia. hole full depth, fill w/ joint sealant, typ See 2/AF101 for common call -outs Z o Isolation Joint at Column C.5-11 / See 2/AF101 for common call -outs Isolation Joint at Center Column 11 / +/- 4'- 4 3/4" T 00 C) o / o r s�-- 3 � � A See 2/AF101 for common call -outs Isolation Joint at Column M.5-11 whereas joints running north -south are non -parallel. 2. At concrete apron, joints are parallel. 3. Provide joint sealant at all structural slab locations. 4. Refer to Structural for joint details. Denotes drilled 2" dia. hole full depth, fill w/ joint sealant, typ. at slab on grade joint abutments 0 Denotes floor box per Electrical, dimensioned on center to nearest grid intersection as noted. } 19 00' Denotes spot elevation 0 __w Denotes slope break Denotes concrete joint :.......... . - G §Rfl PARTNERMIR, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRG PARTN E RS H I P. COM �µ i s� .s RICHARD ZIEVE ATE OF WASHINGTON Building Permitt Drawing Title SLAB FINISH PLANT Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI005 08/13/15 2 ASI010 12/15/15 , ter�f: :�r• T Jr:A'ILA DEC 2 12015 PERMIT CENTER Drawn Y REVIEWED FOR Autho CODE COMPLIANCE Checki d by APPROVED Check r Date FEB 0 5 2016 12/15/ S. Proje No City a f Tukwila 21401 BUILDING DIVISION Consultant Projec o Owner Project No Drawing No 7 1 /4" = 1'-0.. 1 /4" = 1'-0" 1/4" = 1'-0" 1 /4" = 1'-0" Al 26'-0" 11'-10" 2'-8" 3'-11 " 4'-0" 3'-11 " 3'-7" 4'-0" 3'-5" O- o p_ o o -1 2'-0" - O o 0 T o } OT - n• T 0 al N Women's Mech DT Men's Restroom Area Restroom co r> 1'-6" N Jr Jr d C ° 2'-10" :- . "r T - T 2'-10" I Multiple -stall Restroom Module 01.0.I. 1 /211 = 1'-011 7'-0 1 /2" 5'-2" 7'-0 1 /2" 2'-0" 1_ � N 0 5, - 0" I I ch in TYP. i Men's ADA Restroom Mech Area /I Women's ADA Restroom TYP. ADA-stall Restroom Module 01.0.I. 20 I � — — — — — — — — — — — — — — — I I IL — I I I ---J I �IL — — — — — — — — — — — — — — — J, I---------------JI I I---------/------JI I �IL I------- I ------J I I I I I I I I I I I I I ------ � 'O \(D \ EQ EQ typ typ Q ¢c EQ 20'-0" EQ 3" I� clr 0 , c? / o M Enlarged Plan - Northwest Portable Module 1/4" = 1'-01. N LO 0 N CO T N 1 Corner bollard to align on center w/ bollards at west perimeter and / south perimeter. Verify spacing dimension in field. Comer bollard not anticipated to align on center with adjacent parking stall. rN E / f U E -wow Zo co / / r / / 3" clr -I- 2 O l Storage A 160 s.f. Striped parking stall w/ 7 concrete wheel stop per 8 9 10 Civil, shown for bollard I I locational reference. Restroom modules, non -plumbed, insulated / I EQ EQ Removable bollard, and conditioned, fixtures meeting code / ------------- yp required clearances and mounting heights, Align edge of r- t See A505 q 9 9 -______ _� / O.F.O.I. Units shown may vary in size and / concrete pad w/ IL ------ configuration from those provided. extent of parking lot Z I / er i :Ilan Note edge of r —� _ parking lot is _. ' 8'-6" o.c. r. not parallel to / typ A411 grid Q. 3 1 V-4" / / A411 V.I.F. ---------------------- ----- — Concrete pad per ( / �1 ( I Civil, see AF101 / ,.-------------- — -- ------ o O 0 0 U ,� for joint pattern I Extent of 11 concrete apron, typ/ ( Men's ADA Mec . Women's A I / I Women's Mech. Men' ( for See AF101 I Restroom i Ara I Restroom for joint pattern 1 i 38.8 s.f 28 s.f. 38.8 s.f. I I / I Restroom Area Restr om / I D 92.7 s.f. CE20.9 s.f. 86. s.f. 3' - 9" 11'-10" 1 p I I V.I.F. 6'-6" 1� 9'-1 " EQ EQ 311 \_ // tY1' , Directional exit \ sign above 2 0.17.0.1. collapsible access steps w/ / integrated handrail, typ. per restroom module Manufacturer, components provided to meet / code requirements Extent of slab Enlarged Plan - Restroom Modules 1/4" = 1'-01, 'sue Enlarged Elevation - Restroom Modules A411 / 1 /4" = V-0" Note: Manufacturer to provide components and fixtures to meet code requirements and typ. mounting heights per A001. Note: Manufacturer to provide ADA-compliant components and fixtures to meet code requirements and tva. mountina heiahts per A001. 2 4 / A505 / typ ^W / Column V.I.F 8„I8" �3 O O O O Align, typ ------------------------- 28'-0" Column 1 Concessions 0 280 s.f. 7" 4'-11" 3" — — — — — — — — — — — — — — — — — — — — — — — — — — — — cir 0 F.O.I. portable concessions trailer w/ extended A -frame hitch 15 Enlarged Plan - Southwest Portable Modules 1 3" r Inc on grade Steel column per / ////i/�,;" 4• �:� �; .\ ,ri � � A503 Structural, typ. / / / ' `� Lateral bracing above O.F.O.I. collapsible ADA-compliant .'.r >� p / er Structural access ramp w/ integrated handrail, / r�;' / - �a. °' �� painted, typ. typ. per restroom module Electrical equipment Manufacturer, components provided screen assembly to meet code requirements --------------------- Access ladder w/ 7------- fall arrest system 2 / / ------ _T-------------- -// O Lockable personnel gate w/ keyed exterior access see notes 29/A412 — %..Ui Iu dLwr r,u Nr uviuc sryr rdYU ivr restrooms, posted occupancy and area/room names as req'd, typ. typ V.I.F. r / / 20'-0" i typ CL / Column o >1 Storage C 1 3„ co 160 s.f. 3'-4" 9" I clr EQ 6'-0" roll -up door 1 181 I by Manufacturer, typ 3'-0" clear — — — — EQ Column, V.I.F. 811811 I I I I I Striped parking stall w/ 6 concrete wheel stop per Civil, shown for bollard locational reference. / Removable bollard, typ. See A505. Edge of concrete pad, aligned to edge of parking lot per Civil. Note edge of parking lot is not parallel to grid Q. — O `\ O /r Steel column per Structural, painted, typ O.F.O.I. portable storage container, typ. See notes 1/A101 Edge of slab on grade per Structural, typ 3" -Ir 2'-7" I Electrical platform above, see 3/A413 LEVLeV@I 1�� 0'-0'-011® SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 I SRGPARTNERSHIP.COM m s �= y RICHARD ZIEVE ATE OF WASHINGI Building Permit Drawing Title ENLARGED PLANS AND TI PO TABLES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI003 07/28/15 2 D15-0018 09/30/15 Permit Revisions #1 3 AS[ 010 12/15/15 _.r, C' s t i DEC 2 12015 PERMIT CENTER Drawn by Author _ Cneke REVIEWED FO ch E COMPLIM APP OVER Dat 12/ /15 FEB 0 5 2016 Pro ct No kwila 21 12 Co AKNVISH Owner Project No Drawing No • A411 1 /4" = 1'-01, Tension rod & tightener, typ, terminate at pipe mid rail w/ 3/8" gusset plate 2 7/8" dia. pipe mid rail CE 6 5/8" dia pipe end post, typ ' EQ VAR I FS A412 Typ. Fence @ Structural Ba 1 /4" = 1'-0" VARIES Directi signag occurs Safety J-box where ut.;uuis F-MULIlUdl Interior Elevation - Typ. Fence at Structural Ba Panic hardware enabled N Q H egress gate, black vinyl Exterior r coated, typ. See 3/A412 for Extent of \ Column & Typ. chainlink \ Exterior typical notes concrete Post fence assembly, Extent of apron, see \ T-4" 5'-9'\ black vinyl coated \ \ 4" corner post, typ. concrete apron AF101 for TYP 25 Steel column per A501 Extent of joint pattern 24 I Storage module, r-,\ A412 A412 I Structural, painted, typ. see A411. %\\ concrete apron 36" >CL . Posts \ - - 161 162 163 164 - 111 112 113 114 / 3 o ih - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N 1 - -C -------------------------------------------------- --------------------------------------------------------------- --------- o------------------------------------------------- --- // ------------------- ------------------------------------------ ------ -----------------------------------9--------------- -- 4_1 Edge of structural \ A412 778 \.• \ g A412 \ 220 Vertical rainleader Edge of slab, see AF101 for \ Rainwater leader \ enters slab structural slab joint pattern \ above, painted to Steel bracing, painted, per \ match structure Structural, above shown dashed 3 Enlarged Plan - South Egress Gates 4 Enlarged Plan - Southwest Egress Gates 1/4" _ '- A412 1/4" = 1'-O" 1 FEN MIN- WINE om P eoe;°;oa�ee���o �®,�®� ►°e� �► •,•�®oo•® 'ice®� eso ,ead�'��.e®� i�ve� i0 .. .. - . _ • • _ o`®�®e�ei®��oi� �®��, � � Q►l�, '0�;'�ie®``o,��;it ,®�oe�i®®`� � • . - • ..�; .. . _ - . �eo� .®�o®®® ��®o�9®ems ,e�.,®off , 6®v��,.o - �►�� - - 1 /4" = 1'-01, Exterior L K EQ. EQ. See 3/A412 for typical notes F`� F`� F`� F"N\ F-� 131 132 133 134 135 21 - - 17 ----------------------------- -- ------------------------------ A412 Enlarged Plan - North Egress Gates 1/4" = 1'-0" Interior Elevation - North Egress Gates 1/4" = 1'-0" rt Fn 14�8" min. Hinge hardware 20'-0" opening as req'd V.I.F. bottom rail alignment and gate sweep to provide min. 3" clearance o.c. to finish grade 20 Interior Elevation - Fire Lane Gate A412 1/4" = V-0" Al LO 77 14, 6 T C) N 00 N T Plunger rod w/ locking device Hasp & lock mechanism Typ. chainlink Exterior fence assembly , 3' 2 7/8" dia. pipe V.I. top rail & bottom rail gate frame, typ Level 11 0' -off), Al See 3/A412 for typical notes 4" terminal post 3/8" galy. gusset Existing face of Space plate, typ all fire `ice Gallery exterior wall lane gate corners Plunger rod cup embedded in 21 South Egress Gates at Entry asphalt A412 1/4" = 1'-0" Note: Gate assembly components and chainlink mesh to match typ. fence 29 ' A412 s Interior Elevation - South Egress Gates A412 1/4" = 1'-O" - Aluminum fence post, typ. A 4'-8 1/2, Exterior See 31A412 for \ typical notes Al \ 4" corner post, typ OF 141 142 143 144 i lel ------------------------------------------ --- 7 \ 18 ------------------------------------------------�------�i i \ A412 `•ice � 6 A501 \ Enlaraed Plan - Northeast Earess Gates 1 /4" = 1'-0" Al Al Interior Elevation - Northeast Egress Gates A412 1/4" = 1'-0" All exit signage to Align top of sign to be weatherized centerline of fence 1 2 top rail Tamperproof ____ _ EQ EQ faceplate fasteners _________________ Top Rail q - ° - 1 Clear polycarbonate `° > _ cover w/ black a faceplate, stenciled ° red lettering & Signage mounted to fence directional chevron post o.c. per Life Safety Plan, knockouts provide backing as req'd. Back -mount aluminum housing Tvp. Exit Sianaae �A41 % 1 1/2" = 1'-0" Level 11 01 All panic hardware to be weatherized End cap Fillerplate Mortise cylinder w/ on/off signal f PUSH TO OPEN - ALARM WILL SOUND Green & red LED alarm indicators Siren Typ. Panic Hardware 1 1/2" = V-0" Interior Elevation - Southwest Egress Gates 11 Exterior 10 See 3/A412 for t typical notes --._.._-..- ...... _._.......... _.- .......... --- - -- ._....----.......---................................. __..._......-..........-------._.-....._..._............-----...---........._.../._. / Steel bracing, / painted, per o ��, Structural, above 2'-2" so, shown dashed A- - - ------------------------- --- ---- -- ----- ------ ----------------------- ------ - ----- ----- ------ - 0 ------------------------------- ------------------------- - - ..__.._._...---.......... --- ........ .......... -........... ..... ... 19 A412 Column & post Enlaraed Plan -East Egress Gates A412 / 1/4" = V-O" 1 0 Interior Elevation - East Egress Gates 1/4" = 1'-01, Level 11 Level 11 0' - 0"'" Exterior Enlarged Plan - West Egress Gates 1 /4" = 1'-0" Interior Elevation - West Egress Gates 15 Fence (cb, East Structural Frame 1 /4" = 1'-0" See 3/A412 for typical notes 12 FO_ See 3/A412 for typical notes 1 4" corner post, typ size as req'd. I Twisted and barbed mesh termination Brace band beyond, 01 size as req'd, typ. 1 1 7/8" dia. pipe top rail Line post loop cap beyond, size as req'd. 2 7/8" dia. line post beyond 1 7/8" dia. pipe mid rail where occurs at 4" dia. end, terminal, corner or gate post (shown beyond) 9 ga. 1" x 1" chainlink I mesh at exterior face Exterior 1/8" steel gate stop, finish to zl� Knuckled mesh match gate &fence assembly I termination Pushpad subassembly Tension bar band below, typ. 1 7/8" dia. pipe Pushpad All steel plate connections welded CE 9 ga. 3/8" tension bar, I - Bottom bottom rail Latch receiver bracket POST black vinyl coated, typ. Finish grade, Rail apron, Concrete a P 4 dia. pipe end post, black vinyl coated �� 1 7/8 dia. pipe gate frame, varies, N X s grade varies black vinyl coated Sleeve wher�occurs\ $ 9 ga. chainlink mesh at - vinyl° exterior face black :.�: <• a .-, `` a;IFence ,a -. .].:<. ° °coated'tYp• a ; Centercase cover -, 1/8" steel mounting plate, finish- _ ' to match gate & fence assembly - Interior 3/4" MAX. Panic hardware w/ latch L_______ ------ 16" dia. post footing, typ. Note: all fence DOOR NO. FRAME OPENING (Ft - In) DOOR FRAME DETAILS REMARKS Level WIDTH HEIGHT . TYPE MATERIAL FINISH TYPE MATERIAL I FINISH JAMB assembly, black vinyl coated LEVEL 1 101 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 w/ weatherized, self -closing hinge hardware, battery -powered exit alarm hardware, mounting plates, gate stop and latch protector, typ. all doors. Self -closing hinge hardware, per pair, to accommodate door assembly weight minimum 180 lbs. All hinge hardware housing to be tamperproof, color black, w/ backing provided as req'd. Door swing to provide 90-degree one-way opening to the exterior as indicated on floor plans, with adjustable closing sweep period to conform with ADA guidelines. LEVEL 1 102 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 103 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 104 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 111 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 112 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 113 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 114 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 121 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 122 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 123 3' 7' F Chain. Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 124 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 131 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 132 3 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 133 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 134 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 135 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 141 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 142 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 143 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 144 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 151 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 152 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 153 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 154 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 161 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 162 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 171 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 172 3' 7' F Chain Link Black Vinyl Coated A Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 181 3' F Chain Link Black Vinyl Coated 1A I Steel Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 Zh F(��)Door Schedule A412 N.T.S. receiver bracket establish top of footing below concrete apron w/ sleeve extended above components to be Folded mounting plate black vinyl coated per eave above and below Specifications 24 Plan Detail - Typ. Egress Gate Strike 25 Section Detail - Typ. Exterior Fence A412 3" = 1'-0" A412 3" = 1'-0" Note: At door no. 181, provide pushbar Note: Provide sleeved posts at 3 exit hardware without exit alarm. 3 entire west perimeter, inclusive of Provide lockable keyed access w/ corner posts. Provide sleeved R `%%N"NOhandle at exterior side. posts at east perimeter south of EV;' jl,u 1 column,A-9 and north of column I Tie wires @ 16" Gate Gate A-1, inclusive of corner posts Line O.C. min., black Post Post �� adjacent to columns A-1 and A-9. Post Line post loop cap vinyl coated, typ. Cb 1 7/8" dia. pipe Fence posts to be fixed at all Gate post cap, black T-4" top rail to match remaining locations, U.O.N. Tie wires @ 16" O.C. min. vinyl coated, typ. ,, typ. fence 25 1 7/8" dia. pipe top. rail 1 4" dia. gate post, black I 3-0 I A412 I 1 vinyl coated, typ. opening 1 7/8"dia. pipe Top Rail 9 - - header rail to Top Rail Ct - - - 5\737match top rail Tension bar bands @ 12" 1" x 1" chainlink O.C. max., 00< 1 7/8" dia. pipe gate frame, mesh, 9 ga. black vinyl black vinyl coated, typ. I fabric woven coated, typ, @ splices size as req'd 1 /8 steel mounting plate w/ 4" folded eave gate 2 7/8"' dia. 9 ga 3/8" wide I 24 latch protectors, black I � � line ost atZh tension bar, vinyl coated p black vinyl - 2'-11" A412 - interior face o I o coated, typ co _ C co Typ. fence N Q I J-box where occurs where occurs, Brace band & rail cap, see: 7/A412. size as req'd, typ. Weatherized, battery- '; Self -closing I powered exit alarm x I 1 7/8" dia. pipe 0 hinge hardware, N panic hardware w/ latch bottom rail typ M receiver bracket, see: Finish grade 23/A412 & 24/A412. _ Chainlink mesh to Bottom Rail - �, - match typ. fence Bottom Rail - - Note: Fence components qi' -�r--F -�r to be black vinyl coated per Gate post footing, typ. y Specifications Note: Size and (D o a �, a �� (D 0 a u o u �� ' �� �� = o -- u u Fence post footing; verifysize coordinate depth � �, ,� , ,� �, Sleeve, typ, sized as req'd Z U) � ,� p g Q �� ' u - n and coordinate depth to of post footing to N ca �� �� per recommendation of N � p N ' �� ' �� �� ' provide sufficient support provide sufficient + °' �� ,� �� fe ce anuf curer where + °' �� �� ;i ' �� ' ' u ' where pile caps occur, support where pile �� �� a �� occurs, see note 0/A412. JI p p caps occur M ' LLJJ ; LLJJ 3 _ LJ I including corner post locations --J Note: Door swings M L__---_J L______J L____ Sleev �eq 1'-4" vary per Enlargedsized as per 3 TYP. Elevations TYP. recommendation of fence manufacturer 0 29 Elevation - Door T e F, Frame T e A, Interior Side 30 Elevation - T .Fence, Interior Side A412 1/2" = 1'-0" A412 1/2" = 1'-0" 0 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTN ERSH I P.COM �011 rc i a� r 0 RICHMD ZIM ATE OF WASHINGTON Building Permit Drawing Title ENLARGED PLANS AND ELEVATIONS - FENCE Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Addendum 002 02/04/15 2 ASI008 11/12/15 3 ASI010 12/15/15 t 7- Or i ems; /t ILA DEC 2 12015 PERMIT CENTER craw i by uthr REVIEVED FOR A CODE COMPLIANCE Chec ced by APPROVED Chec ker Date FEB 0 5 2916 12/1 15 Pro2140 No City of TuWla 2140 'SUILDING DIVISYDN consL7ffffRrPF6ML mu Owner Project No Drawing No C ti N 4 IT ai LO O N N r POST Sleeved fence post beyond, black vinyl coated J-box beyond, aligned with and tight to fence posts, typ supplies exit signs, convenience power i Electrical conduit i Transition surface Existing surface w Q i 2'-0" Q 3'-0" Vertical rain leader beyond, painted Steel column per Structural, painted 4" Concrete apron paving, 2% max slope Structural slab Base course / capillary break see geotechnical report _EVEL 1 a - ° °OF 77777' a I ° ° ,'"'.; too, 3.z' �as ' ..` .f . *. G ° ` `< • d ° I ° a° _ - ti � fit ' o :.� 1 � ° •� � i I I O OG�O N FD 1-�=1=== ___ __ Pile cap beyond Grade beam per Structural Fence post footing = _ e beyond, depth varies -I— Q ; • -- Gravel per Civil = _ _ _ —�+ , <., a a _ _ _ _ Drainage pipe per Civil C)&. D�P _ Ell I I�Ed I I�Ei I I= . ... ...I JEEI IE]L-f I E I IE:11 I= I= —I I I E�d I I -- I I 1 Section Detail Northwest d e at Grade A501 1 1/2" = V-0" I/ / / / / / / Q End post and egress gate strike a:o„ J A412 / 1'-21 /2'' 2 Plan Detail - Southwest Corner at Grade 1 112" = 1'-0" � Plan Detail -Southeast Corner at Grade 1 1 /2" = 1'-0" 3" clear Note: GC to verify location of vertical rainleaders at grade to provide / clearance for southwest and northwest storage containers and adjacent fence posts, typ For common call - outs, see 3/A501 ------------ ad. End post, black vinyl coated Extents of concrete, typ. 21 Steel column per Structural, painted Chainlink fence assembly, black to age container per 1 1. Extents o 1 ' s ruc ural slab 8" horiztonal rain ender overhead; -aintee match structure, typ. 8" vertical rainleader, painted to match structure, with cleanout Thermal camera & security camera mounted to column 18' A.F.F. ------------- Y- ��i . o � � t / / Concrete apron / d / / joint, typ. see / AF101 Plan Detail - Northwest Corner at Grade A501 / 1 1 /2" = 1'-0" � Plan Detail -Northeast Corner at Grade 1 1 /2" = 1'-0" / / / / / / End post, black vinyl coated — r / / / / / Lai SRG PARTNERSHIP, INC 110 UNION, SUITE 300 1 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM s �E 1 -IARD ZIEVE OF WASHINGTON Building Permit Drawing Title DETAILS - SLAB Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI010 12/15/15 s ;; r DEC 2 12015 PERMIT CENTER Drawn by UthOf REVIEWED FOR he�'COPLIANCE APPROVED E ate 1 15/16FEB 0 5 2016 aject No ""'city of Tutwita �oMW-rMNWINVISION Owner Project No Drawing No I Top ( SO ti M 6 0 0 T- O N CD N T- Canopy Section 3" = 1'-0" 21'-3 3/16" V.I.F. 21'-3 3/16" V.I.F. EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ 1'-9 1/2" 1'-9 1/2" Edge of translucent T 1'-9 1/2" 1'-9 1/2" I I I I glass canopy above, �I IkL—J I I I I typ, see notes 8/A504 1 r WT10.5x22 per Structural, typ, taper stem to min. 3" depth, painted I I I 22 23 I A504 t° O EQ EQ o HSS10x6x3/8 per 00 typ I Structural, typ, painted r'-1 r-I HSS10x4x3/16 stub per i —— —— —— — — --- —— — —— —— -- Structural w/ end plate at c t i I I south tip, typ, painted Exterior (south) `�------------------------------------------------ ----- --- —— I --- --- — — I — I ' -- — — — Interior (north) o \ ZN — ....._._._..— -- — - ---- - ---- ---._ ..... -- --- ---! Steel column per —� — --- —— — — — -- 11 Structural, typ G A504 Fi 0 _ o LED down light fixture o Canopy aluminum rafter per Electrical, typ Zfl \ mullion above, typ Steel cross bracing \ per Structural, typ -._._l _--.._...... ....__.\.._...... -- ----- ....._..�.— - -I---...._.._ ..............- ......-�. - - typ South Canoav Framina 1/4" = 1'-0" EQ spacing F I Aluminum Rafter. Section 3" = 1'-0" ia. hol and lit( are ba ers ium fl .tion a edges inous ial at L typ 8'-0" Aluminum pressure bar and cap, fastener type and spacing as req'd per Manufacturer, typ EPDM gasket, typ 9/16" heat - strengthened laminated glass, typ Structural silicone anchor bead as recommended by Manufacturer, typ Aluminum saddle clip, finish to match canopy frame, typ. Size, dimension and spacing as req'd by Manufacturer. Where depth exceeds 5" at high side of canopy, provide welded HSS 2x2xl/8 steel tube post -up w/ capped end, height as req'd. WT10.5x22 per Structural, tapered stem to 3" depth, painted, typ 1 8'-0" I Steel column per Structural Translucent glass canopy, Basis of I Design is Lacey Glass 2" aluminum Signage w/ column n rafter system w/ 9/16" heat- mounting assembly strengthened laminated glass. i i by Others i i T.O. steel frame-- 11- 25 +10'-0" AFF rt A504 11 II I Entry canopy 23 where occurs CL °c ICUA504 II I A504 per 3/A504 O u- 6 `' �i I N i 7 + E N I a -2 _ CU ED 0° N ( Adjusted Fire Lane ( Asphalt South Canopy Section 1 /4" = 1'-0" Canopy Section at En 3" = 1'-0" Enlarged Plan - South Ent 118" = 1'-0" 1 Entry canopy above, see 3/A504 Adjacent abutting sliding cantilever � 6 5/8" dia. pipe end post gate where occurs at and fence where occurs +/- T-1 d ajacent to column F-1. clear opening i J Typ. chainlink fence adjacent to grid L-1 assembly, see notes A412 Exterior i 6 5/8" dia. pipe end post i� w/ top and bottom roller assemblies ------- :A — CV • ———————————— — — — — —— —-- — — — — — — — — — — — — — — — — — -- — —--0) L � Sliding cantilever gate, see notes 14/A504 Interior Steel column per Structural CL where occurs per Al 01, painted 1 /4" = 1'-0" Steel column per Structural Increase typ height of posts as in foreground shown req'd by Manufacturer to dashed, painted, typ Tension rod & tightener, typ, terminate accommodate roller assembly, Top roller assembly, at pipe mid rail w/ 3/8" gusset plate where cantilever gate occurs, typ typ. Provide gate stop --, 2 7/8" dia. pipe top rail & as recommended by i v i bottom rail gate frame, typ, i i Manufacturer, typ i Ali n to east and west ends i 2 7/8" dia. vertical i i 9 p rai I to adjacent typ i i pipe mid rail I CL I chainlink fence assembly. I I I of sliding panel i 6 5/8" dia pipe end1.7EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ +/- 7'-1" post beyond, typ I V.I.F. bottom rail alignment, roller Note: Cantilever gate assembly clearance, and gate sweep to assembly components and provide min. 3", max. 6" clearance o.c. chainlink mesh to match typ. to finish grade fence assembly, black vinyl coated. 14 Interior Elevation - Sliding Cantilever Gate A504 1 /4" = 1'-0" HSS 4x4xl/8 post -up w/ cap plate, painted, welded to top flange per Structural, height as req'd to maintain slope r--- and max. saddle clip depth op of Steel Frame +10'-0" A.F.F. Bottom roller assembly, typ - Typ. chainlink fence assembly 3/8" galy. gusset plate, typ 8'-0" to gridline 1 HSS 4x4x1/8 post -up w/ cap plate, painted, welded to top flange per Structural, height as req'd to maintain slope and max. saddle clip depth — M Top of Steel Frame +10'-0" A.F.F. For common call -outs. see 11/A504 1&110-3— REV R'ior N. Canopy at North Edge, Ent 3" = 1'-0" SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 1 SRGPARTNERSHIP.COM 5;v 8729 RE IS RICHARD ZIEVE STATE OF WASHINOTON Building Permit Drawing Title DETAILS - SOUTH ENTRY Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI010 12/15/15 DEC 2 12015 PERMIT CENTER D awnREVIEWED FOR A "DE COMPLIAM c ecked iAM PIOVED C ieckerFEB 0 5 2016 D 3te 1 15/15 P oject pity of Tukwila 2 fzILDING DIVISIC Consultant Project No Owner Project No Drawing No 1 I r DO LO 6 0 0 T- o N N Bollard, Type D 3/4" = 1'-0" Corner bollard to align on center w/ bollards at west perimeter and south perimeter. Verify spacing dimension in field. Comer bollard not expected to align on center with adjacent parking stall. See 15/A411. 1 Bollard Key Plan 1 /32" = V-0" Varies, V.I.F. 13'-1 3/4" at southwest I V-1 3/4" at northwest � A I align w/ street trees I Varies +/- 35'-0" typ I 7'-9" or 6'-3" V.I.F. I at south Oil I 8" I.D. galvanized steel removable bollard 6" I.D. galvanized Planting area per steel fixed bollard Landscape o g" I Asphalt paving per Civil W CO Padlock provided 3 o I typ Padlock provided by Owner by Owner c 3 -Fa Y GC to provide steel lid and hasp GC to provide steel lid and hasp - o U L.:co I assembly to match existing bollard CO 4- o Q I assembly to match existing bollard Z� O o installations at Simonyi Space installations at Simonyi Space a� ;v E Gallery adjacent to west parking lot. Gallery adjacent to west parking lot. CD w .Q I Align all to exterior side. p g Align all to exterior side. Concrete footing I Concrete paving & per Civil I I footing per Civil "Xr where occurs at 1/2" x 1 1/2" rebar I'. west perimeter I I j i I " < I�:. ` 1/2" x 1 1/2" rebar Compacted base course and subgrade ad :l per Civil -, °P ._ i� Sleeve embed in Sleeve embed in concrete paving/footing , , concrete paving/footing I—1'-6'iI 4 Bollard, T _ ye C A505 J 3/4" = 1'-0" Bollard Type B not used 8'-0" typ I ` Bollard,•Je 3/4" = 1'-0" 6" I.D. galvanized steel fixed bollard Asphalt paving per Civil 1/2" x 1 1/2" rebar Compacted base course and subgrade per Civil Concrete pier footing 1 j —y —....._. ....... .----- --... --... ...... ............_....... _....... _....... . REVIc��ns �?0,� SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM >ra ,1 a •< 1 i w - s Building Permit Drawing Title DETAILS - BOLLARDS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 ASI010 12/15/15 LJ S ' Y DEC 2 12015 PERMIT CENTER Draw by REVIE1NED FQR Auth CODE COMPLIANCE Che ed by APPROVED Che ker FEB a 5 2016 Dat 12/1 A Proj ct NoCity Of TUkW►1a 214 'BUILDING DIVISION Consultant Project No Owner Project No Drawing No _ 7 I'! 01 m N to r O N O N O t— 7_k, qb • �— Line — --- ' West Property — — _ — — ---- _, : • ............ -- • ! e of work, tyP • Extent of scope New (51) striped parking stalls ure existing This area: recon ►9 spaces, unload zones and drive 6 ADA n aisle crossings with O va; r; ' ' ----- -'_.-- ---' ----- striped unload areas stalls, (3 ) ed drive aisle --- ' and (2) strip - - s as shown '' - - crossing van parking _ Existing (1) ADA - stall to remain Striped ADA ' I� access route from 11 AM parking stalls This area: replace; (2) existing sp aces } 1 11 with ( ) ADA van stall and (1) striped unload area lF 1 NOTE: Parking I rked w►thi ' spaces ma ; asterisk do not meet 2% maximum':l 11 slope requirements;; for accessible `--'.�' parking or require _` `_�_' reduction of drive aisle below COT '1 minimum for crossinglunload areas, TYP i 1 s Remove ()ace p for new striped parking bulb EXISTING - SHOP, STORAGE, LIBRARY 1 Accessible entrance to Covered Airpark and Space GallE 0 Buffer locations Setback and shoreline h �o See Civil for Sh a not to encroac ad for generator per C►v► , V•I.F. 6 concrete p drive aisle, ; existing concrete walk or adjacent0 8) closure 20'L x 8'W x erator en r Emergency gen , PROJECT CE COVERED tents of scope of work, tyP 1NG SPA RK Ex PARK AIRPA SPACES GALLERY 110 New striped b bulb fire lane, drive aisle bulb ` j ......-- aces for - Total• 67 5 Remove (10) P Fes_ "� i G202 AD 3 Line Acces s from 94th PI S, easement extents ey sheets G201 4 5 4.5 West Prope1�Y ADA: g Brant For additional easement locations, see Bicycle: 3 Existing fire hydrant Remove 3) spaces for fire lane F �„ Coco. ' 4 s aces for fire lane, new bulb _— emo ( / Remove O P / R fire lane, tyP►cal, f 20' wide ter turns o e Proposed Parcel Boundary outline side dram Prop / _ ►ameter, ►n 40' outside d' per Civil ' hydrant p New fire Y r� �---- New drive lane New striped parking bulbs re (5) Pole light fixtures, typical1 r , i /l ! / / 1 / / ••;,_...._. per Civil New fire hydrant p. / / •_•�•�• •,,,,_.,.._..-- r� �' , ed arking stall and bulb New strip P ical adjacent to building •-- � t s typ where available �C 25'-0" MIN. ' 0 Z P. • 19'-O" MIN. ' TYP • h61 � • �167L- t Aft , • , �,�y'w,e.+�.:3�'N'`w�r ,fit._. / { E _ •,.,....-•--•=" Wheel s oP wheel stops existing •__......•....•.._•..._••__• 2 ...._•--•�""'• \� � Reuse and relocate / •--•• snow 0 ...MM. --•--•"" striped parking stalls les e Civi %, •--- •�•�•� — — /. �._....-.. Nec ncr e pad t e tr o m OI (dim. er A101), tYP �•.�.""'•' -�- — �l 08) • •'� r� (16) 2 6 e storcontainers, O •-• —doom- ONEW o New fire hydrant per Civil modules: •,,,,....... - 17) _. 11 v " F , setba c/r / /cetofe Extent of existing gravel to west • and new grass area to east _..- a.... .. .yY ., ., `ai` __ .� 5..... .. >..... ,.,. .-. : ,. .. .. .. -ems.. _._ ..:.• , ,<^�-- ems, _ ,� a t ... Y.s a. "F +:e- f.- , . ems..- E . ,.. ..x..,.. t.. ,.�...., - rr r„ -� JA =---- -- --- - _—....._ ._._ . ,.....__.__ 2 , \` 180'opening for aircraft movement / 455'-0" / ® - -----•,�-------•-- — -----------------------------•------------- —--------- -- ------ ------ —------- — — —----------------- - - — _.. _..- ._.. __._..._...._.. - ---- --------• —_ ---- -= —_--- _..—- - - - - ----------- - _ -•- — -- — ---- --- _—--------- ------ 20 TMC Front Setback / v v v'7 v v v v v v v v v v v O v v v v v v v v v v v v v v vvvvvvvv V v v v v v v v v v O v v° , v°v v v v v v v v v v°v v v v v O v v v v v v v v O v v � b v v v v v o v v v v v v v o v v v D v v v o v v V °/ v v v v East Property Line _ — . . o- ° ° a d . / • . . . G vvvvvvvvvvv vvv vvvvvvvvvvvvvvv;;• `wwvv,vvvvvv.vvvvv v vvvv vvvvv °vvvv v vvvvvv vvvvv v pv v vvv v vvv v vv vv ♦ v v°v vvvvvvv rvv vv ♦vvvvvv°v ° . vvvvvvvvvvvvvvvvvVv _. vvvvv��' vvvvvv17 v17 vvv vv vvvvv vv vv v vv vv vvvvvvvvvv vvvvvvvvvvvvvvv vv vv v v v v vvvvvvvvv0 v vvvvvvvv% vvvvvvvvvvvvvvvvvvv7; v v.v v v v v v v v v v vvvv v v v vvv v vvv v vvv v vvv vvvv '.-.._.�v v v v v vvvvv vvvvv v v v v v v v v v vvvvvvvvv vvv v v v v �?i'' "''-717 v.v v v v v v v v v v v v v v v v v v v vvv v v v vvvv vvvv v v v vvvv v v v v vvvv v v v v v vvv v v vvv vvv v v' v v v v v v v v v New concrete path EXISTING SPACE GALLERY Existing bike rack, capacity (9) bikes Main visitor entry through Space Gallery - New concrete path per Landscape Vehicle gate with removable center post Al where fence crosses fire lane, typ. two locations - 8' Security fence, typ, black vinyl coated New fire hydrant per Civil New, widened sidewalk 249'-3" to South Property Line intersection with East Property Line at South 94th Place New location, SCL utility pole Extents of scope of work, typ FRE Copy Grass area east of building Permit 1140. tt EAST MARGINAL WAY SOUTH Existing fire hyrdant Site Plan 1 " = 20'-0" LA Portable storage container OFOI (dim. per A101) Extents of scope of work, typ. Existing gravel New concrete paving per Landscape 0 �i-ft -3AT;= PERHUT ._QUIRED FOR: L��!'3b����dmical iLd ''ectflcal 4viumbing Q.&as Piping i City of Tukwila BUILDING DIVISION cha `=---.. of 'vortc shag be maw � scc� without prior approval of TuktRrila Building Division. NOTE: Revisions will require a new plan submittal and may include addtional plan review fees. ....... —_- -- Ptanrp IN approval is sub'ed taerrDm-and amissions. ___ .._..__...._ Approval of construction documents does not authorize the violation of any adopted code or ordinanCe. Receipt REVIEWED FOR of approved Field Copy and conditions is at�nowl �: CODE CM,11PLIANCE By: APPROVED Date: NOV 16 2015 City of Tula —..----- —------8l11�D1>1�G %� iS{ ---- --- -- ....._..---- - -- -...-- -- - --- ------ ---hy-cJt-TuKivita---.._.. BUILDING DIVISION! RECEIVED CITY OF TUKWILA OCT 21 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTN ERSH I P.COM 1. • •t 8729 It _I \ I 1 16 iARD ZIEVE OF WASHINGTON Building Per mit Drawing Title SITE PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 AS1004 08/10/15 2 D15-0018 10/21/15 Permit Revisions #2 Drawn by Author Checked by Checker Date 08/18/15 Project No 214012 Consultant Project No Owner Project No Drawing No A201 20 21 3 20'x8'x8' portable storage container 4 3 Q 19 typ, O.F.O.I. tManufacturer-modified - A301 1 17 18 shipping container, w/ painted steel A301 16 Two 8" verti al rainleaders shell assembly, louver vent, interior 15 enter slab at co ner, painted to / lighting, 5 -0 metal roll -up door and 4 13 14 match structure lock assemblyto be accessed from A411 12 / within airpark. Stored components 11 / expected to include maintenance 8c 36-9 3/8 3 10 2 ,„ _ operations supplies, exhibit materials 9 �_ ,clear opern g 2 A501 p pP 234 s / and aircraft restoration arts & 8 / 3 Q p 7 j equipment. Ea. approx. 160 s.f. 6 3 2 _8118" °O 1 EQ _' — 5 s 1I8" _, _. � _ 3 EQ Terminate chars link fence w/ 4 g" — — A321 spacing _.. _ . j ^ io fence post spacing.... / — N 3 ,� 1 fe P. ._._, end post adjacent to storage ` p J g o I' - -8118 container, / _ . '_q.1/4 47 20 -0 -_- __ I \ 2 Sim. / I ; 23'-8118" — _— _ 23'-811s" / typ I \ / / P — A412 w 5 / „ Two 8 vertical rainleaders enter slab at corner, painted to _-- — ry - roll -up (1) two stall A A toilet odule, no/fi-plumbed, match structure Insulated `and ondition d, fixtur meeting code 46-3 n ;/ % required cle ancesan mounts g heights, O.F.O.I. — — — — — — — — - — - � — � � Aign exteriorfaceof � I �---- - -�,-- ., I - - /— , ° 0 --- clear opening I Screened assembly for 2 0 �ontainer to Grid , typ \ w 20:1 /, ( equipment per Electrical ----� A412 / �'•�' �i2" Security fence, 8' tall chain link, blackArea north of thi line will be served I L- ---- I ' �, / / /Y,o ,� Ladder access to - . vinyl .coated, sle ved for removal, t p ��tr by new, owner furnished and installed,.., � ; / restroom modules at Grid Q. — electrical platform 500 boundary rom restrooms in the 904 Building, % and roof, AiMed N — — — - — — — — — — — 78,712sf, 56 /o of gross area p N / soo / accessed through the Space Gallery to the south. 560 occupants, 56% of posted occupancy Elevated Olectric0i platform, ; / • Area south of this line will be served by overflow Required: ` / q , at truss level above, painted / , / capacity in existing o estrooms. -- ; (5) Women's WC Brace frame, painted, typ ;' N / / : / 2 yp. 83,746sf, 44 /o of gross area (3) Men s WC A412 / 440 occupants, 44% of posted occupancy (2) Women'sLavatory ;' (1) rr��ltiple stall toilet module, non -plumbed, Overflow capacity = 700 occupants ; (2) Men's Lavatory insulated acid conditioned, fixtures meeting code _ M % re faired c earances and mountingheights, O.F.O.I. � � ( / � M S,teel col'U'mn, painted, Oer Structural for truss , ; / y ; /above, / Floor box, typ. N 2 / �� / ; % % % dimension i ; 2 / ,� � location per L — — — — — A301 — o� — — ; % % % % ' % AF101 — — — — L / 1� / N it / A412 K /rQe v,SIP (\ 46 — Z------ L---- ----� Open Air ----J �----- ------J N Gallery 136,238 SF / / A2o1 Ei N � ? 21 / / 3 / `C / A412 A412 / ry ^4 Brace frame, painted, typY 10 "' . /% Panic hardware enabled exit � F, Ii , 4 / gates, black vinyl coated, typ g / i N / ---- ----� , ---- ----/----- ----� �, r Security fence, 8 tall chain link, black vinyl coated, �' / � i i i i i i i i i /' i i C Eris • — ;� ` — — — sleeved for removal ry ° r �1 ,, , typ ; ; ; ; ; ; / , , / / / , — — — — -�xist-fin i�- — F Space / / / High School Gallery Gate at fire lane black vin coat d, See 20/A412. / / �r typ. � f', / / / / / , h`� Main visitor entry/ / ro through Space Gallery /CV Extents of 12 structural slab (approx. 128,500 sf) Extents of 4,, concrete apron / tc' Steel column per / / , / / / / / / / / M O y Structural, / Outline of s Vight above typ 2 / painted, typ / / — — — — — ; ; i Steel col Uri , painted, per ; ; Structural ;c truss above Ladder apJ! ss t6 platform; ntd 2 ' 3, o-- EquipOe p¢r Electrical , C : typ and AV, a layout 25/A503 ATO — r -; rw�r - L----J /-------/ L-----/ L----J L----J L-----� V Elevated, lectrical platform ¢ IP �� — / at truss ;vel above 'f 18 A413 - ------ N Oi /Y o / o , 20 B — — — CID N `� 182 0 22 -9 22 -9 22 -9 22 -9 - 182 -0 / f i / 180 -3 clear opening / / .- — — � — — — — — — � — � / / 180'-3'' clear enin it / �i / _A ,• I Thermal camera and security „ / EQ EQ EQ ?f— 2-0 l 1 _ I , � � �. camera mounted 18 AFF at typ. fence post spao(ng / / ( / _ — — / Sim. _ — Sim. / 2 Sim. / / 20 1p typ. 5 15 14 14 1 3�g„ / Security fence 8' t 60 . each corner + 60 A501 A412 r / / A412 A412 A 12 A412 tYp y , all chain link, black vinyl coated sleeved for removal t see ed o emo al ------------- Y Yp - • 0 / 0 Note: Provide low voltage motion accessible aircraft: detectors at 7 a _ 0 747, 787, Concord, AF-1, , Constellation, B-17, B-24 N — — — — — — — — — — — — — — — — — —— — — — - — — — — — — — — — — — — — — - — — — — — _ — — — — — — — — — — — — — — — — - — — - — — — —, — — — — — East Property Line Level 1 1 /16" = 1'-0" - -- O CO N T T LO 0 N O N 0 RECEIVED CITY OF TUKWfLA OCT 21 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM � T H -� W Im O L C L H O W � W W9 RICHARD ZIEVE ATE OF WASHINGTON Budding Permit Drawing Title LEVEL 1 FLOOR PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plats are less than this size. Revisions No. Description Date 1 Addendum 002 02/04/15 2 D15-0018 09/30/15 Permit Revisions`#1 3 D15-0018 10/21/15 Permit Revisions #2 Drawn by Author Checked by Checker Date 08/18/15 Project No 214012 Consultant Project No Owner Project No Drawing No Al 01 I . � � I � I . . �� , � � . I I . . , I . � I � I `�!�,,: �� - il 11 � � � . I �, ; I . � I . - I � . � I . . I " . . _ . � I I .� I I I . �� I � I I . � � � I . I , I 11 I . . � . � - � . � . I I I I - .1, I - I I I I I . . - . I � . . I I I I � . - � I , . I . I I I � . I - � . I I � I . � � . - I I . I I � � . I 11 � I � , . I I � .1 I I I I � � � � . I I � . � . � � I I - I - - . � . I I . I I - . , I I I . I I I , . . I I . . � - - I .1 I : - . . . � I I , I I - I I I . . . . . - � I . 1. . I I I . I . . � . I I . I I I � - . I I . . I I . � I � I � � I I I I I . . . . � �� � . � . I . . I I I - � I . � I . . I . � . I I � � I I . I I . I . I I . I . � . . I � I I . . I � . I I I I � I I I . I - I - - I - I . I . . � I � � � I - � I - I I - I I I I � � I I I I � � . . . I . . � . � . . . � I . I . - I � . I . . � . I I . I . � . � I - - . I . FIRE & LIFE SAFETY LEGEND NOTES I � . . � � I � .11 I � I . . � I . � - I . I �, � -1 - I I � I - . . � I � . . . - . -- - — - I :1 . Required: Provided: � - �. . I I � � w � , I - - . - I Occupancy: A3 - Assembly I . . I .. _J I I I . � . . I � — - - Assumed Property Line Exhibit Gallery and Museum . . - I � I � � � I � I 11 - . Occupant Load Factor: 30 ,net-sf per occupant I � . .. I I I � . Net Area (within security fence): 140,963 square feet � I � . I . � I � . - Security Fence: 8 feet tall, chain link I Allowable Occupants: 4,699 1 . SRG PARTNERSHIP, INC 11 I � . I Egress Sizing: 0.2 inches per occupant . . � . I I � I I I I 1. Path of Egress, w/ self -luminous, photoluminescent Total Egress Width Required: 940inches (28) 36 inch doors = 1,008 inches � I � I � I I � 110 UNION, SUITE 300 � - QBP—Wft- W-WOM, GEM directional markings (per IBC 1024.4) placed at 5'on Maximum Common Path of Egress: 75 feet � � . I . I - . SEATTLE, WA 98101 � I I Maximum Exit Access Travel Distance: 200 feet 1 5 feet maximum I � � I I . I I I center along path. Typical directional marking Basis I . � . 1 2069731700 - I . � A\ of Design is American Permalight, Inc. Anti-skid I Proposed Posted Max Occupancy: ,0 � 2 . I . I I . . � I . I . . Dots: photoluminescent with chevron, 4" diameter, - I � SRGPARTNERSHIP.COM I � . 1 83-40119; applied with floor suitable primer � . I I . - , � , � (3M Safety -walk Primer, 83-0781) and edge sealing . I I I I 21 r . I I I . � . .. I , compound (3M Edge Sealing Compound, 83-0782). � . � . I � � I . I 11 . . I . I � . I � t� - I I . � . I I � � I I I 'r � . . � I � I . I I I � . . I . � � � I I I � 1 1 � � I I . / � I . I . . - . I . . . . � Distance to Nearest Exit Along Path of Egress I I I I � . � . . I , I I e I I I . / . � . I � . I I . I . I . � / � � / - 1.0 fc Footcandle Illumination Along Path of Egress . . . I I � . . I . I I � . I I .1 I � I . I � I 10111 1111111101111111 11 I I I . I . I . I � I I . I . . I I � I 11 . 111111111111,111 V � I I � . I I I 1 1 � . I i I - ,e 111 1111111",'111��i � . . . I III,,,, .. ... .... 41ir ..... . .. . � I � I I I . � I � / , . � I ,�l, 111111�ill��illillIllIllill,llllll111111�IlI - . . ! -1. -- . I f Q I Actual I I . � I � 11 1111 - -N.w I --- - - - i � . I I I I I . I I 11 - - 1 1 I I I --- f��]� 'Exit Capacity . � I / 1111 I 'WROA - -_ - - I I . . I Allowed Ll 80] . � I I I :1 � __ - - 1 1 � I I . . . �W- i I i � 11 11 11 01,11, V11-1 I -_ __L - I � I � . I I . � � � � I I . I �) I -_ � - I I . . ___ � � . . I I I **� *%N_� I I I 00_����� r I I �� - - -_ . I I : / I n . _y_- . I i I . . - - . �1 I ITI W - I'll i i I., I i Illustrates the side that'EXIT' I � I -1 - J�� ____� - .. __,"W� I I A - .� 11 - I . I . T Exit Sign, mounted @ . . I I ----- 'I, . I - , i - !_ - i . � \ I i I I ".."WIMW a / i is to be displayed on I . I I I 7 ------ 11 - - I -Owm ,% I ! I i . i ! � ,- � I I - -4-50 - , Z - � ) I , ' securityfence typ. U.N.O. . I N__.__��� I i I � > .--______18� , 0IMF � :! i�. -,- � � i � - 1� I i I / %whow- 'M : . I I I . . i: i I / Z i . � __// . I I I I I I I 2 1 � - __� - �� I J T � I I I The direction to exit I / � r__ 1, / __1 , I isin I i i i i F . I I . . . . � � . i - \ r I I I . i I / . I a_W_WEL_ I I \ � I i / i � . I - I 11 I I I . 1> 1 7 - 1�""""""`� .. d*ffJVF - I- 11, I . I ! , � � I / - --i r____:i� _�__ - , " //I - . . I � \ 7 / I - i— I . I , I I � � t- _L__r1 I / i I " I r - i i / I . i i I . � I . � I , Occupant Group � . ! I I %1111111111 r � I F-0 �_--: I— i I I -1 1� � I I �11 \ I I � I I " - -J - , - , I - FEG I A& , \ - - I i ,4 � - I Occupant Lioad::J OccupantLoad � I I /� *�N�11' 111111,111110 --- - 1 '11 : �J I --- I -_ ) . - � I , i � / � . � . W I � _0 I I iw�"= --I —I-- 11 � -::::,� � I . I 1 1 i I . , Ve , -1 ------- , - �__ F__ I . �t I - \ , i � I / , � /1, 1 11 I I I � . . y - � "L_ �� � -1 / . I : 1�� --__ 1, 12n' / I I � \� I : / . — FEC� I — I - --I �_ F�c ------------- . / - I 1P - -, � I % I - \1'1 � / : - -11 I I i I ill 11 = Fire Extinguisher Cabinet . . . . I -_ - / - I I I I - - I /1\ .. . ) - I : / I / / I 1 \ i I !I - I I I I . - (�) 11 424a � i -11 � I . . � 46 --, m, .1 I I '! I - - - , , - - - , 1. � I/ . I I : / / 1 , I I - - I I iC man! / I I .1 / . -1 - I I y - -_ - : t 4 1 1 , 1 � -q_ I � I � . I . .-��_ - 1, -, M - M __ I I -1 � : , McDorn' e!ll . I . 4 i - I 1 F-14ATo cat . � - ,/!, liq 1 . 1, I � 9-las I � i " 1 i I I . I . . I � I- - ,__'� _;�, - J , I .< � — � , -= am== Gum , 4NOMM � �� 1 am Abow - --- - I I a �� a= -11, , , . I - - -:L , I im , o: I /I i 1, I - " " �w i, i�� ,��l q� V ) of I : I 1 Dou I � , KA7 W 'i � i \ ! I , / I i i I . - MW I I , / i I AV-8C Harrier . i � I occup / 1, : / I a I \ - I 11 Ic I \ \ i � I I I I I ,,,, I I I \ I , Piasecki ( , , 4 ) - I �� 111111,111 1 11 ri A �l 0 _,, / , \ \ \ , , ��l / , ,� a ASM @ON , / \ \ � / slooff I iable Exhibit Area (total -50,000sf) I — ,� I , - , '� 1,` , 2 I I I I I offAm 4904 " , , , \\ I I .'a 11 � : � COMM 1 11 044414 d � ,- - � � I . I I I 11 t � H-218 J-1 1- I � � . , , \ � _b � � I . i museum I \ , / _-�' ( I I , 11 / �. I � 11 � . I � I awftD I I V I 11 . 1 I A-6E Intruder I / Workhorse . , , I I - � � I I i �0 : exhibits, equipment, fuselages, , , \ - Ji I - I , I q � \ , per anticipated clearances around and under 1, � I 1, � \ I 11 . / �, . / 0 � 1 drumman I � " I . I , � I I 60141tK , 4 ft- k4w I , I . - \ V I I , / I / i �L � . I \ I I - I ! , I 11 - . I . I / /I I , I , I 1� __', I . I i � . / I , � : I , ti. ; 11 I . � \ ,I --- I / 11 I - , /F 1:1 " ! � J.- I /i V�i i� 11 � 1, I - - - . \1 ; landing g . ear and wingspans. � LTFT- -, I I , I \ � : : �1 / ! . � I ! � 1 , i � , I . . %%_1_s \ / � I I I � -4 ; / V / I . - . i 1, I . � I � . I . I I . I - i , " I . i I .-,��l ! � 11 `V � I I I - - i , , I I I /; - 1 1 1 1 , %� I I , I , I /. , I , / I 1 , I I I I I : I - i I 1\ ., IMF, -1 I I / . - I ; i I I � I , , I : I I , - ti : : - I , r . ( __ , , � I i 't, ,� : 0 � ,/ 1, i / -_ - ill f " . : I I I \' % _: \, ", 'a I - i : I P! /I -, I I . / I y i I I I . � � . . I � i � / ,, / : I )" - I . , " 11 I . �!!�, I I N I �., I , 1_,1l : i � , I I � I � ) I i . . -ig . . . . . . . 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I . � . . . � � \\ I /,�`, \\ . � r * I / I , . I . r , / , r r r . . 11 __ � . . . : . 1 � // r , I i . . li. I . . "I I : i r - r r � . . � . I,/ '�_`�,', : : I � I � , � _ I 11, . � I�Z,ZZZ�_ . V I S I 0 N � f,N-0 - - . ,_�, _:: R E . r � r I ----.--- ____ ..--- --..--.- ---.-. __ _......._________ ____ .1., --.-. . -.---- ==�_ .---- __..____._________�__..__ � .. RECEIVED . :A r � r . I . . I r I r I . . . . . - . CITY OF TUKWILA , � I I r Drawn by - SEP 3 0 2015 Author . . r . � . � - . � . � � � . . . � . 4111111W - I PERMIT CENTER Checked by � . � r � Checker � . I __ . I ( 1'� Life r Safety I I . I I I is . <L Date . � � r . - . - ��O 1 1/16" = 1'-O" � � � I . �� . 08118/15 � � 5 I . I - . - Project No < . . 214012 . . I I (0 . � � I � 0 � I r Consultant Project No 66 � � . r � Ct) r . . . I � 1�_: . r . . Owner Project No T_ . I . LO I T_ r . . r Drawing No o - N � � �_ - 0') 04 �_ . - 0 . I q,09SF� � I I C/) � - I , i I � I I � I i i I � i H I i __ 1 4? N.- I � I I - I i � oe 1, I i � � ; I I i I : I : . y I I I � i i i I I .-�.-___���117 i I i 1 1 � I I ! 0 / // I I �, , . . . . G 1 0 1 � . . 7 . � I I � . I . . r I r I . � I . . � I � . I I � I : . I - I - . � I I r SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 A201 SRGPARTN ERSH I P.COM 4 3 19 20 21 A301 1 1 17 8 A301 16 Two 8" verti al rainleaders 14 15 enter slab at co ner, painted to / 4 13 / match structure A411 11 12 -9 318 10 36 3- 2 en i 9 0 9 A501' _ clear P_ 8 Z 34 8 c 7 _.... 6 _ _ 00 5 _ 118 /. 1 _. _ — _ _ 8 A321 _ .... , _ l _ _ 11s � o s : o _ t 2 _ 11 8 8 _ 1 -4 114 47 / , _ --- — Sim. / �_g 118 / � 23 / 2 8 _ P A412 / M Two -8 vertical rainleaders _ _.. EQ. M enter slab at corner, painted to n, acing,__.. — _ 1 two stall A A toilet module, n -plumbed, ti ; ost p_ O match structure P _._ ce11 atc st uctu a- -- / In sulated an _.... _ -� _ d ondition d fixtur meetingcode 6 3 ... required cle ances an" mount) heights, �— / ,. o tear opening / , — — / ° I Screened assemblyfor j Q 4 / titi ?o:�o / I equipment per Electrical �p Security fence, 8 tall chain link, blackArea north of thi line will be served. , � 1 ,� Ladder access to _--- , vinyl coated, sle ved for removal, p by new, owner furnished and Installed, ., � , � � , - / / / restroom modules at Grid l _ — electrical platform _ - .. o _ 1 — — — — - — — 500 boundary fr m r � / o estrooms In the 904 Building, �., and roof, ed , N ry 9, .W 78 712sf 56 /o of gross area , pa-�tt / 6' 0 accessed through h / / ou h the Space Gallery to the south. N / s 9 p rY 560 occupants, 56 /o of posted occu anc Elevated le rr ' / ; o° -p Y Ct cal platform, Area south of this line will be served by overflow Required: ,� at truss level ab ve painted ` .a capacity in existing restrooms. 5 Women's WC �' , , p / / Typ. o -- O , , Brace frame, painted, typ / 63 746sf 44 /o of gross area ' 2 g i (3) Men S WC / i / i _ i i �' �' ti / / A412 440 occupants, 44 /o of posted occupancy / (2) Women's Lava t (1) rrJ p p pry ulti le shall toilet module non -pi / Overflow capacity = 700 occupants ' 2 Men's Lavatory / M — — — — — — — — - — — - O rY � ms�}fated a�ld conditioned, fixtures meeting code r / M req'uired cJ'earances and mounting heights, O.F.O.I. Steel column, painted, 5 �� bier Structural for truss above; Floor box, typ. % N / / / dimension ' i 2 2 / cQ / / i i i location per L 2 / / , / / / / i N K W. SL WC L----- L----- Open Air L --- L----- `----� (y Gallery - !% 0 136,238 SF / H U H — — — — — A201 -3 — Ma W u N A412 3 / IM / L // 4 ,CIV L._... .....?' ..._............................ .........._........_.............._..............._j.f / :fj A301 / / ■ M Brace frame, painted,typ— — t 1 LU Panic hardware enabled exit w`� ~ O ;s gates, black vinyl coated, typ ;� o -- ,;_ ; Security fence, 8 tall chain / , d o link, .black vinyl coated, % % / / % / ,' ; F - - _ - E�is" ;r�.� �.�--'sleeved for removal, typ Space 4'`-�.,,�:>, 1 — F Gate at fire lane, black vinYf coated/ , typ. See 2O/A412. High School s _� 11%/ Gallery -4-�;� / ;'... Main visitor entry / / i / / / h / / / / 8729 RE S / / / / / i / / / / / / : .. / through Space Gallery � � T f/ "fir „ ' Extents of 12 structuraf slab , (approx. 128,500 sf) � i � � � � ,' RICHARD ZIM STATE OF WASHINGTON Extents of 4" E concrete apron w Steel .column per/� � � � > / / CV Structural, �' �' �' Outline of s light above, typ 2 / wa 720 painted, typ � Building Permit Steel colurr}, pairXted, per Structural truss above Ladder a¢llint�`d SS tb Drawing Title platforms%LEVEL 1 FLOOR PLAN �p 3; Equipoe pOr Electrical 2 fl f typ°" /' Al and AV, e'layout 25/A5O3 #' L----J L----- L----J C 7f� Elevate ectrical a o at truss vel above CO Ms Drawing scales indicated 18 ;� apply to 36" x 48" drawing A413 2 ry sheets. Scale may not be f i y0° accurate if drawing plots are i / �N3 / less Than this size. B / �O° itf M 13 _ Revisions / 182 -0 22 -9 22 - _ _3 a 9 22 9 22 9 �5.. 1 2- N / � No: Descn tion Date r „ _ p 180 3 clear o enm / / � � � _ / p 9 � � ^ �- — -� / / / 180 3 clear enm 1'oP 9 i 1 Addendum 002 02/04/15 - — — — 2 D15-0018 09/30/15 _ - i _:..... ........ - Th _:.._.:.... _:. __. _._: ermal Camera and e r E E E 1 ;� _ _ T cU It Permit Q Q Q 57 20 — -- 2 0 5 7 Revisions camera mounted 18 AFF #1 i � at i / 1 / / fence post s ao(n ` 1 II 60 typ. P P 9 l Sim. Sim. ?0' m 5 15 / Sim. — — — 1 2 103 each corner typ. A501 A412 41 147 A 12 A412 /8�fyp Security fence, 8' tall chain link, black vinyl coated, typ, sleeved. for removal REVISION.,,N-09.' ;, A412 A412 - ---------------------------- j------------ / / 20 Setback _ j 2 Note: Provide low voltage motion / detectors at (7) accessible aircraft: 747 , 787, Concord, AF-1, o - Constellation, B-17, B-24 N Level 1 inb" _ T_u VUl � -' RECEIVED CITY OF TUKWILA SEP 3 0 208 PERMIT CENTER Drawn by Author Checked by Checker Date 08/18/15 Project No 214012 Consultant Project No Owner Project No Drawing No Al 01 3-11 4-0 3-11 3-7 4-0 3-5 2'-0" O O CL N CD CD r �J g _ r 10 i: = Restroom modules, non -plumbed, / CN - insulated Align edge of and conditioned, fixtures meeting code o } r / concrete pad N F required clearances and mounting heights, a w/ extent of �- O.F.O.I. Units shown may vary in size and N - / parking lot per o - configuration from those provided. / N —-— = } Site Plan °° SRG PARTNERSHIP, INC r 1 WOmen'S Mech `_T Men's 4' - 2„ A411 V.I.F. 3 / 110 UNION, SUITE 300 DRestroom Area Restroom a A411 ----------=-- ----- ---- — SEATTLE, WA 98101 _ / / Concrete pad per rc� 1 6 . 2069731700 Civil, see AF101 N I I / 0 0 0 for joint pattern ----------- — — --- — /I FD SRGPARTNERSHIP.COM a 2'-10r� 2'-10„:17 k 1 ( 20I r Extent Of . / concrete apron, I I Men's AD Mec Women's A typ. See AF101 '� I I Women s Mech. Men Restroom i Ar I —Restroom for joint pattern l a � / I Restroom Area Re orn / 38.8 s.f 28 S.f. 38.8 s.f. I I 92.7 s.f. 20.9 S.f. 86. s.f. 3' - 9" Note: Manufacturer to I �� �% I I V.I.F. provide components / and fixtures to meet \` ( / ------ — — — ---- ---— — — — — — — — — — --- -- — — — _ code requirements and o o M mountin hei hts _ _ tvp a a ' per A001. — — — Q Mu ti a sta11 Restroom Module 0 � od u e o A411 9 /2 1 0 i r Directional exit 1 r r 2 / / n, sign above / r r, r r O.F.O.I. collapsible<access steps w/ 1 2 p integrated handrail, g d yp: per restroom module , ri i, rr r r - , r r / Manufacturer, components , O ents provided to meet , / r , r p p r , r r, r r r , / / code requirements q / r - - r r, 7 01/2 5 2 7.01/2 , / r / r , r Extent of lab r . r r r r, rir. i; rr / 24 on grade - r <; : �� , , , r 2 A503 1_ 20 r. r Structural, tYP• /r ,� - ;-, r, � / \ / r ; Lateral bracing above i i t x r TY �, /, _ _,. per Structural O.F.0.1.-collapsible ADA -Compliant % .: /r / p , r r � painted, access ramp w/ In r � p , integrated handrail ,, tYP r/ per restroom module ,, , YP p �, � : ._ . � Electrical equipment ' �� screen assembly Manufacturer, components provided / ,;, .,��- . , r/ / Y = r o 5' - 0° to meet code requirements I I O M rr � - ,,. � Access ladder. w/ u' TYP. i i --�-_ / fall arrest system r t_ � Men's.ADA Mech Women's ADA- Restroom Area Restroom 3 6 TYP. �\ �\ /� 2 / N. / , / r i Note Manufacturer to provide ADA-compliant-------------------- r components and fixtures to meet code requirements and typ. mounting heights per A001. 3 ADA-stall Restroom Module O.F.O.I. - - ID Electrical platform above, see 3/A413 NNW, Enlarged Plan Restroom Modules area/room names as req'd, typ. co co C'M u7 0 CV CA CV M LEVL@ve 0' -01 _ RECEIVED CITY OF TUKWILA SEP302015 PERMIT CENTER 3 H W O V- A SZ29min REGI Aon RICMRD ZIM -STATE OF WASHINGTON Building Permit Drawing Title ENLARGED PLANS AND ELEVATIONS - RESTROOMS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate it drawing plots are less than this size. Revisions No. Description Date 1 ASI003 07/28/15 2 D15-0018 09/30/15 Permit Revisions#1 Drawn by Author Checked by Checker Date 08/18/15 Project No 214012 Consultant Project No Owner Project No Drawing No Depth p / 1 late welded. ` 3 ?6 bent steel as re d for HSS steel tube panel HSS steel .tube panel , p q p p vanes 1 . fabrication rind welds flush where ,9 frame shown dashed. frame shown dashed. Weld hasp to face of �___��___� Weld handle to face of r===� _ occur at exterior face. Pai nted, typ. II IIII II frame, align edges I1 I111 III frame, align edges I I 1 Bent steel handle see 4/A503 I i --- Note: -- Bent steel hasp, see 3/A503 o _ ,� N �, , Q L Sliding Panel at South Rail A h - 4-1/2 Align bottom edge w/ � 9 , depth N i 0 > „ 12 11 1 i Panel South - - bottom edge of --- Sliding ane. Sout ,depth 2 1/Z 31/2 A503 A503 adjacent handle: late I 1 Sliding Panel at North Rail C, depth 6 1/2 tvp 1 p N N = beyond(notshown) N 1 �EQ HEQ' ------ --- - ------------------ -- --------------------------------------------------------- - 2" 2 Provide 1/2" dia. hole for padlock at hinged Plan View Side Elevation Plan View Side Elevation Front Elevation Axonometric Axonometric ' panels only. Locate as dimensioned. '`-------------------------- ----------- '------- • ': I \' I i SRG PARTNERSHIP, INC 3 SlidingPanel Has Detail 4 SlidingPanel Handle Details I I RailCabove _-- RailCabove N ----------------------- - - - - - - ---------------------- - - - - - - - - - ------------------7---------------------- - ---- ------------ I I 1 A503 3 - 1 -0 A503 3 - 1 -0 , ` I rj 110llNION SUITE 300 " _ , " n _ , n , \ c 1 I y I I 4x4x3/16 HSS steel tube , i i Q SEATTLE, WA 98101 1 I I Sliding metal screen , , post, painted, # I 3 , , >, I , , p , p _ typ , M �: 206 9731700 i I assembly above, typ. 1 ty - Post , 4x6x3/16. HSS steel tube See notes 12/A503. header w/ box rail above, painted I Vp 4x6x3/16 HSS steel tube p 4x4x3/16 HSS steel 1'-4" o.c. 4x4x3/16 HSS Steel SRGPARTNERSHIP.COM header, painted, typ Bent steel strike, sim 4/A503 tube header, painted tube header, painted 4x4x3/16" HSS steel tube � I header above, painted, typ I 4x6x3/16 HSS steel tube header w/ box I rail C where occurs 2„ � 2„ 2„ Q Q Steel box rail, painted, ---� continuous weld to header, Rail C Rail A Rail B �� rind flush at exterior face Steel box rail, painted, 9 M M (\- n sl N N double - axle weld #o Steel double axle roller d r� rY I I 1I 1/4 —J - _ steel tube header- _ grin hardened n l bearings a de ed steel \ IF , is I 9 _ II -races w/ rail hangers. _ II . 3/16 steel s ee base I w/ continuous Hardware bearing assembly plate co t nuous I I _g y weld to base of post, ` m p typ - toacco accommodate min. 350 Ibs I I •. -I Anchor below typ total weight per sliding panel ----------------------- ----- I I .: 2x1 1/2 x1/8 HSS steel Fixed 1 /2 x /1 I I ed metal screen assemblyabove 2x1 3 6 HSS steel _ i . tube frame t painted painted, ainted n tube frame, painted I typ, p _ t continuous weld to ' posts. p Yp v typ, p I w a w Grind `flush at exterior..facet : Frame beyond, t Yp Frame beyond, #LL: w Y typ u_ i i � I I Q a Edging beyond, t _ Q _9 9 Y typ CID Co Metal screen; painted,1 x1 x1 /8' bent steel late co For common _' p continuous weld to bent steel r edging,continuous weld I I call outs: _ I I I :Note.-M eta scr n ` i In i f ee bas s of desr n Is edging, t See -bass o _ 9 9 9 typ. I I tube frame,nn I I _ I to d I see 13/A503 grind I. I McNichols 16 a perforated desl n note 14/A503. g _ p a ed steep screen w/ 9 Welds flush at exterior I l • I I 3/46 dia. round Bent steel h ou d perforations on 1/4 staggered ee hasp, 3/A503 \ : Concrete ad , , _i p I I 99 face, pa nted, t \ o Edging beyond, typ I p Yp �/ where occurs centers, w/ 50 %open area. 0 0 Adjacent sliding panel dashed w 1 x1 x3/16 bent steel w w Sliding metal screen _ Metal screenpainted, 9 , late edging,continuous � I I ; I , � u p 4x4x3/16 HSS steel tube NE,, assembly above, typ. - 11 continuous weld to 11 1 1 weld to tube frame, grind I I See notes 13/A503. -post beyond, painted, t L I p Y p typ steel ed in See basis A503 edging, _ typ. a5o3 I welds flush at exterior I I I i f I I I- I 3 16 base eat beyond \ s e of design note 14/A503: ` I I p Y 9 / \ I� / face painted, I I , a to I k p typ 'Bent I I „ Bent steel handle see 4/A503 steel .has -see 3/A503 I I I , p, 1/2 non shrink rout , I 9 I 1 4x4x3/16 HSS steel tube 1 I 1 I II 4x4x3/16 HSS steel tube ; , Bent steel handle, see 4/A503 post beyond,painted I post beyond, painted p Y , I'I / \� , I I\ :.. ; p Y p „ „-------- ------------- ----- „ ° ° 3/16 base plate beyond w/1/2--------------------------------------------------------------------------- -- -- -----� 3/16 base, plate beyond v4 � -� a y. r� --� , , Rail ;-\ ,- �, ° l dia. headed anchor rods, typ a I A above Rail A above 1/2" non -shrink grout min L - - m—.. _........... - -- — --.... ----......_...... ._ -- Finish floor <. a 1/2 non -shrink rout - --- ---- ----- --- ----------- --- - 9 - -- ------------------------------ E------------------ -- - -__ -- --- ----- --- ---- - ---- - - = Finish floor f Rail B above �. �Rail B above __— - - _.._....._ ...._ __ -- _- �___-- -- _.... Finish - \� _—.... —;J Concrete pad beyond 13 ,i Fixed Metal Screen Assembly12 SlidingMetal Screen AssemblyNorth 13 SlidingMetal Screen AssemblySouth 14 West Electrical Screen AssemblyLayout A503 3 - 1 -0 A503 3 - 1 -0 A503 3 - 1 -0 A503 3 - 1 -0 ' Steel box rail, painted HSS 4x4x3/16 steel tube el column ' V ' Ste per Structural header, typ, painted beyond w/ access ladder � I ; not shown Cross bracing per ( ) I \\ Structural beyond Races and hanger assembly, typ, 1 I I I a w see .notes 13/A503 3 Tension .cable at interior face I I ` Note: provide steel of tube frame, typ �+ For common call -outs, \\ p pexposed Post Post �. I I HSS 4x6x3/16 steel tube cap late at }� d „ U) see 19/A503 header, typ, painted ends of HSS tubes , 4 s - S where occur Post , '�' *0 3, - 4„ 11 12 `\ \\ �/ / POSt 3, - 4„ I I I ■� 0 Ti 11 lip' y A503 A503 \ \ A503 I Sim \\\\ \`\\ Sliding metal Screen Sliding metal Screen assembly, painted, assembly, typ, 0 see notes 14/A503 painted, see notes // � r I , I ; I I _ \ \ I 14/A503 Fixed metal screen y, painted, typ I \ \ \ / I , I assembly, ainted \ See notes: 14/A503 � o \ \. \ �\ \ � . �, \ �� \ \ \ � , / A503 \ \ \ \ For common call -outs, I I �� � 1 000P I \ \ \ \ \ \ / \ \ \ \ \ I o 1 Co - I I see 19/A503 "0 � 1 I I I o0 \ �.. to RICHARD ZI STATE OF WASHINGTON Steel. column per Structural I r \ \, \ \ \ ` `,. \ � \ \ � 1 I beyond w/ .cross .bracing & access ladder (not shown) -; Mitred and welded joints at steel tube I I Building Permit frame corners, typ. Grind welds flush at exterior face, typ all elevations Handle and hasp, Concrete pad beyond Drawing Title DETAILS - EQUIPMENT painted, typ. See SCREENS 3/A503 and 4/A503 18 West Electrical Equipment Screen Assembly- North Elevation 19 West Electrical Equipment Screen AssemblySouth Elevation 20 West Electrical Equipment Screen Assembly- West Elevation A503 1/2" = 1'-0" A503 1/2" = 1'-01, „ _ ,_ „ A503 1/2 - 1 0 Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Access ladder, see 18/A413 Concrete apron per A1.01 Steel column , _ Revisions 4 4 _ per Structural - Chainlink fence P - -. No: Description Date assembly rinted t _ 1 g per AlA101 painted, Yp -ION. - A503 , � \ REVIS Equipment er Electrical, Cross bracing above , - 1 ASI 003 07/28/15 p g typ. Contractor provide / \ 2 D15-0018 09/30/15 Yp p per Structural, typ. horizontal strutbacking Steel column per 'Revisions #1 ., assembly as re d Q Y q , typ Structural painted, R- ---- 16 -4� �I r— ---1 `•, , „ , I I. I l 16 - 0 �------- — — s'-o° 4'-0" 4'-0° North -- 11 , - South iiL � -- ------------- - ------ --------------------- ---- - - r -- -- - - -- North T _ _ _ South ---------- --------- --------------------------------------------------------- ---- Contractor to provide -------------- -- \ , r ------ 1 \ -J steel strut, backing bac n 9 -----------------� assemblyas re d -------------------=----------_--------- =- ---- �r --------------------------- -----------------------------=--------- -- --- T painted M1 - I Strut mounted panel B Z I 11 per Electrical, typ REVIEWED FOR \ N I I z - <r I HSS 4x4x3/16 steel tube stanchion, I CODE COMPLIANCE painted, align south face to inside APPROVED typ,. p 9 C)----- - ----- =-=-- - ------------- --------- I Access ladder w/ hinged face of column flange T 20 -- , d = �c 1 1 20 A503 9OCT 0 20�5 ` <. ---- ? " fl:' I ' in sim� panel, see 18/A413 GC to coordinate additional stanchion - - - - �� Fixed metal screen panel as req'd, align south face of steel tube assembly, ; painted, see to south face of column flange Y typ, p 9 City o#Tukwita notes 14/A503 Strut -mounted AV \ i1' - o° 3' - 0 3' - 0° d rack BUILDING DIVISION HSS 4x4x3/16 steel tube by Others, O.F.O.I. ` \ ` Drawn by - - post, typ,painted Author ` ----- ------ \ \ -------- ------ -- ------------------ ------------------------------ ----- ---------- Checked by Sliding screen panel 3'-4" 25 East Electrical Equipment Stanchions RECEIVED --- assembly, Checker ` \ \ typ 3' - 7" A503 1/2" = 1'-0" Date Concrete pad 4' - 0" 08/18/15 Pad -mounted \ \ 19 \ V.I.F. 00 ` SEP 3 0 2015 Project No I- - \ CL 214012 \\ \\ A503 SWitchgear per Consultant Project No M Column PERMIT CENTER \ Electrical N HSS 4x6x3/16" steel u, tube post, typ, painted owner Project No NFrame above, typ Drawing No rn 2 N 24 West Electrical E ui merit Screen Assembl A503 1/2" = 1'-0" T.O,S, (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT It n 7 23'-8Y8„ 23'-8Y8„ 23'-8Y8" 23'-8%8„ T,O,S, (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT EL, 76`8 5/16" BRB DIMENSONING SCHEDULE (SS-01) BRB # (Circled No.) BRB MK# (Prefixed BW) "a" (W,P-to-W,P) "b" (Lower Pull -back) "d, (Ho(e-to-Hole) "d" (Upper Pull -back) [Jeff (Gus -to -Gus) Q BWC273a 47'-5 3/8" 2'-9 1/2' 42'-3" 2'-4 7/8" 40'-1" BWC263a 43'-8 13/16' 2'-3" 39'-0" 2'-5 13/16' 36'-10" BWC2731c 47'-8 3/16" 2'-9 1/2" 42'-6" 2'-4 11/16" 40'-4" ® BWC263a 43'-6 7/16' 2'-3" 39'-0' 2'-3 7/16" 36'-10" BWC27310 47'-8 3/16" 2'-9 1/2" 42'-6" 2'-4 11/16" 40'-4" © BWC263a 43'-6 7/16' 2'-3" 39'-0" 2'-3 7/16" 36'-10" BWC2731c 47'-6 11/16" 2'-9 1/2" 42'-6" 2'-3 3/16" 40'-4' ® BWC263a 4T-6 7/16' 2'-3" 39'-0" 2'-1 1/16" 36'-10" -F) REVIEWED hm was reviewed for general conformance with the following, :nded by the jurisdiction: Structural Provisions of the International Building Code Non -Structural Provisions of the International Building Code Dthers: •oject applicant is responsible for conformance with all ible codes, conditions of approval, and permit requirements t to the requirements and interpretations of the governing ity. This review does not relieve the Architect and Engineers Ord of the responsibility for a complete design in accordance e laws of the governing jurisdiction and the State of Washingmrr. ction czg�-ry 0 a t,gr m.ZAJ Date, MIDDLETON, INC. ;eview Consultant VIEWED FOR: ?IE COMPLIANCE APPROVED JUN 0 4 2015 City ofTukTukwila BUILDING DIVISION NOTES: \ H❑WN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE E, CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACC❑RDINGLY, #1 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN C❑NJUNCTI❑N WITH THE BEAM ABOVE 3 & BEAM INT❑ P❑SITI❑N TOGETHER, (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE) #2 - ERECT BRB OVER LOWER GUSSET PLATE PRI❑R TO ERECTING THE BEAM ABOVE, AS 3❑VE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END C❑NTRACT❑R/ERECT❑R NOTE SEE STAR SEISMIC DWG's, PCB-01 & PCB-02 FOR BRB GUSSET WELDING & B❑LTING SH❑P / FIELD INF❑RMATI❑N, N I Itzk . nn 10, STEEL DETAILER N❑TE ALL "HOLE—T❑—HOLE' & "GUS TO GUS" DIM'S ARE TO BE MAINTAINED, PLEASE N❑TIFY STAR SEISMIC SUBJECT BRI IMMEDIATELY IF DIMENSI❑NS CANNOT BE MAINTAINED, plan ii-r,T COVEREI N❑TEi GUSSET PLATE C❑NFIGURATI❑NS AS DEPICTED ❑N THIS LAYOUT ARE FOR VAGUE "❑BJECT/MEMBER" REFERENCE ONLY, FINAL GUSSET PLATE C❑NEIGURATI❑N TO BE SIZED PER REQ'D, WELD SIZE & LENGTHS & BY THE STRUCT, STEEL DETAILER STIFF, PL'S (IF REQ'D) NOT SHOWN ON THIS LAYOUT NOTE! ALL BEAM "W❑RK—LINE" L❑CATI❑NS ARE LOCATED AT EXACT "HALF —DEPTH" L❑CATI❑NS FROM BEAM T.O.S. 4 T,U,S, (W14 BEAM) ROOF LINE GRID (T,O,S T.O.C. - 1ST FLOOR 21'-3'/6' T,O,S, (W14 BEAM) RODE LINE GRID LINE INTERSECTION POINT EL. 85'-6'----\ 21'-3J/,r-" T,RS. ( 14/RIDGE) ROUE LINE GRID LIJE INTERSECTION POINT E . 87'-7 7/8 W14x68 T.O.S. (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT LINE INTERSECTION POINT `MlN� STEEL DETAILER NOTE; THIS DIMENSION MUST NOT BE ANY LESS THAN 6'. DIM, MAY BE INCREASED AS REQUIRED TO ACC❑M❑DATE REQ'D, WELDING IF DESIRED. TYP. ALL GUSSET LOCATIONS SHOWN THIS DWG. ONLYI BRB DIMENSONING SCHEDULE (SS-02) BRB # (Circled No.) BRB MK # (Prefixed BWC) .,all (W.P-to-W,P) "b" (Lower Pull -back) "c" (Hole -to -Hole) "d" (Upper Pull -back) "e" (Gus -to -Gus) 3WC137a 46'-5 1/16' 2'-9 1/2' 40'-9" 2'-10 9/16' 39'-9" to BWC126a 47'-5 7/8' 2'-10 1/2" 42'-0' 2'-7 3/9' 41'-0" 11 BWC1376 46'-5 15/16' 2'-9 1/2" 40'-11" 2'-9 7/16' 39'-11' BWC126b 50'-0 7/8" 2'-10 1/2" 44'-8" 2'-6 3/8' 43'-8' 13 BWC1371c 46'-5 15/16' 2'-9 1/2" 40'-11" 2'-9 7/16' 39'-11' 14 BWC12610 50'-0 7/B' 2'-10 1/2' 44'-8" 2'-6 3/8' 43'-8' BWC137a 47'-5 1/16" 2'-9 1/2' 40'-9" 2'-10 9/1V 39'-9' 16 13WC126c 49'-9 1/16' 2'-10" 44'-3' 2'-8 1/16' 43'-3" (L❑❑KING "NORTH") ELEVATION @ ERID LINE 1 REF: 18 / S301 STEEL DETAILER NOTE: ALL 'HOLE-TO-H❑LE" & "GUS TO GUS" DIM'S ARE TO BE MAINTAINED. PLEASE NOTIFY STAR SEISMIC IMMEDIATELY IE DIMENSIONS CANNOT BE MAINTAINED. NOTE: GUSSET PLATE CONFIGURATIONS AS DEPICTED ON THIS LAYOUT ARE FOR VAGUE "OBJECT/MEMBER" REFERENCE ONLY. FINAL GUSSET PLATE CONFIGURATION TO BE SIZED PER REQ'D, WELD SIZE & LENGTHS & BY THE STRUCT, STEEL DETAILER. STIFF, PL'S (IF REQ'D) NOT SHOWN ❑N THIS LAYOUT N❑TEi ALL BEAM "W❑RK-LINE" L❑CATIONS ARE LOCATED AT EXACT "HALF -DEPTH" L❑CATIONS FROM BEAM T,❑,S, CT_=� IINE REF) 1) 1 7....00 19 EVTEWED FAR )E COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION �M 4SO04 ERECTOR NOTES: - - \ BRB'S SHOWN THIS DWG, COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE IN PLACE. C❑NTRACT❑R/ERECT❑R T❑ ADDRESS INSTALL ACC❑RDINGLY. ❑PTI❑N #1 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN C❑NJUNCTI❑N WITH THE BEAM ABOVE FLY BRB & BEAM INT❑ P❑SITI❑N TOGETHER, (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE,) ❑PTI❑N #2 - ERECT BRB OVER LOWER GUSSET PLATE PRI❑R TO ERECTING THE BEAM ABOVE. AS BEAM ABOVE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END OF BRB. CONTRACTOR/ERECTOR NOTE: SEE STAR SEISMIC DWG's, PCB-01 & PCB-02 FOR BRB GUSSET WELDING & BOLTING SHOP / FIELD INFORMATION, w E 0MAY 2 6 2015 REID MIDDLETON, INC. 4 T,❑,S, ELEV, 56'-0" T.❑,C, - 1ST FLOOR 10 n9 22'-9„ 22,_9„ 22,_9„ 22,_9„ W14x6;P ri -1) U1A-,',Q n 13 :T,❑.S, ROOF LINE REF) i rj,,o41 �q A T,❑,S, ELEV 29'-3" W10x4 W10x45 W10x45 W10x45 X X / X / 110 � JLn u m o m / m O ;a / REF, J L21Os / ��� •ia� �� LOCATIONS THIS DWG,) 0 tS LEVEL GR❑ D SLAB ELEV. 1 '-0 I � i � STEEL RETAILER N❑TE THIS DIMENSI❑N MUST NOT BE ANY LESS THAN 5 1/2 DIM, MAY BE INCREASED AS REQUIRED TO ACC❑M❑DATE REQ'D, WELDING IF DESIRED. TYP, ALL GUSSET L❑CATI❑NS SHOWN THIS DWG. ONLY! BRB DIMENSONING SCHEDULE (SS-03) BRB # (Circled No.) BRB MK # (Prefixed BWC) "a" (WP-to-W,P) "b" (Lower Pull -back) "c" (Hole -to -Hole) "d" (Upper Pull -back) Hell (Gus -to -Gus) 0 PB305a 38'-0 9/16' 2'-1 1/2' 34'-0" 1'-11 1/16" 32'-2" 18 PB294a 34'-11 15/16' 1'-8" 31'-6" 1'-9 15/16" 29'-8" 19 PB305a 38'-1 3/4" 2'-2" 34'-0" 1'-11 3/4' 32'-2" 20 PB294a 34'-11 15/16' 1'-8" 31'-6" 1'-9 15/16" 29'-8" 21 PB305a 38'-1 2/4" 2'-2" 34'-0" I'-11 3/4" 32'-2" PB294a 34'-11 15/16" 1'-8" 31'-6" 1'-9 15/16" 29'-8" (L❑❑KING "WEST") ELEVATION @ GRID LINE A REF: 26 / S301 STEEL RETAILER NOTE: ALL "H❑LE-TO-HOLE' & "GUS TO GUS" DIM'S ARE T❑ BE MAINTAINED. PLEASE N❑TIFY STAR SEISMIC IMMEDIATELY IF DIMENSI❑NS CANNOT BE MAINTAINED. NOTE: GUSSET PLATE C❑NFIGURATI❑NS AS DEPICTED ON THIS LAYOUT ARE FOR VAGUE "OBJECT/MEMBER" REFERENCE ONLY, FINAL GUSSET PLATE C❑NFIGURATI❑N TO BE SIZED PER REQ'D, WELD SIZE & LENGTHS & BY THE STRUCT, STEEL DETAILER, STIFF, PL'S (IF REQ'D) NOT SHOWN ON THIS LAYOUT NOTES ALL BEAM "W❑RK-LINE" L❑CATI❑NS ARE LOCATED AT EXACT "HALF -DEPTH" L❑CATI❑NS FROM BEAM T,❑ S, pisgap oo1g RE` WED FOR -PODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION ERECTOR NOTES; -- BRB'S SHOWN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE IN PLACE, CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACC❑RDINGLY, ❑PTI❑N #1 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN C❑NJUNCTI❑N WITH THE BEAM ABOVE FLY BRB & BEAM INT❑ P❑SITI❑N TOGETHER, (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE) ❑PTI❑N #2 - ERECT BRB OVER LOWER GUSSET PLATE PRI❑R TO ERECTING THE BEAM ABOVE, AS BEAM ABOVE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END OF BRB, MAY 2 6 2015 C❑NTRACT❑R/ERECT❑R N❑TES SEE STAR SEISMIC DWG's, PCB-01 & PCB-02 FOR BRB REID MIDDLETON, INC. GUSSET WELDING & B❑LTING SHOP / FIELD INF❑RMATI❑N, I 0 I T.0.S. (W1 GRID LIN EL T.O.C. F BRB DIMENSONING SCHEDULE (SS-04) BRB # (Circled No,) BRB MK# (Prefixed BW) "a" (W,P-to-W.P) "b" (Lower Pull -back) "c" (Hole -to -Hole) "d" (Upper Pull -back) "e" (Gus -to -Gus) BWC221a 45'-4" 2'-71/2' 40'-3' 2'-5112' 38'-B' © 13WC2001c 49'-9 1/16' 2'-6" 44'-9" 2'-61/1.6' 43'-2' 0 BWC221a 45'-3 3/4' 2'-7 1/4" 40'-3" 2'-5 1/2" 38'-B° ze BWC200b 50'-113/16' 2'-6" 44'-9' 2'-1013/160 43'-2' BWC221a 45'-3 3/4' 2'-7 1/4' 40'-3" 2'-5 1/2' 38'-8' 30 BWC20010 50'-113/16' 2'-6" 44'-9' 2'-10 13/16° 43'-2' 31 BWC221a 45'-4" 2'-71/2" 40'-3" 2'-5112' 38'-B' BWC200a 47'-7 15/16" 2'-6' 42'-5" 2'-8 15/16' 40'-10" STEEL DETAILER NOTE: ALL 'HOLE —TO —HOLE' & "GUS TO GUS" DIM'S ARE TO BE MAINTAINED. PLEASE N❑TIF-Y STAR SEISMIC IMMEDIATELY IF DIMENSI❑NS CANNOT BE MAINTAINED, N❑TEf GUSSET PLATE C❑NFIGURATI❑NS AS DEPICTED ON THIS LAYOUT ARE FOR VAGUE "OBJECT/MEMBER" REFERENCE ONLY. FINAL GUSSET PLATE C❑NFIGURATI❑N TO BE SIZED PER REQ'D, WELD SIZE & LENGTHS & BY THE STRUCT, STEEL DETAILER STIFF. PL'S (IF REQ'D) NOT SHOWN ON THIS LAYOUT NOTE: ALL BEAM "W❑RK-LINE" L❑CATI❑NS ARE LOCATED AT EXACT "HALF -DEPTH" L❑CATI❑NS FROM BEAM T,D,S, ]DE LINE LION PEINT 6" 0-1 1<:?, ^_ . 48004 REAFEWED FOR P"ODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila ILDING DIVISION ERECTOR NOTES:"�IC�N�gec"OLUMNS \ BRB'S SHOWN THIS DWG. COULD BE VERY DIFFICULT TO ERECT AE & BEAMS ARE IN PLACE, CONTRACTOR/ERECTOR TO ADDRESS INSTALL ACC❑RDINGLY, ❑PTI❑N #1 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN C❑NJUNCTI❑N WITH THE BEAM ABOVE FLY BRB & BEAM INT❑ P❑SITI❑N TOGETHER. (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE.) ❑PTI❑N #2 - ERECT BRB OVER LOWER GUSSET PLATE PRI❑R TO ERECTING THE BEAM ABOVE, AS BEAM ABOVE IS INSTALLED (w/GUSSET ATTACHED) ERECTOR TO GUIDE GUSSET ONTO UPPER END OF BRB, C❑NTRACT❑R/ERECT❑R NOTE: SEE STAR SEISMIC DWG's, PCB- _1USSET WELDING -02 FOR B ❑LJ INI ❑ EUIEWE C T.O.S. (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT EL 78'-7 5/8' _\ T.O,C. — 1ST FLOOR N,75 26'-69/16„ 26'-615�6„ TdS, (W14 BEAM) ROOF LINE GRID LINE INTERSECTION POINT EL. 76'-5 1/2" W18x106 W18x106 t T, ❑,: a`p co r� 1 36 � � I o wo J / ,.a .U.S. EL V 40'-0' W10x45 W10x45 / \ � J 4— <}- �e v /, d \\ Qs CU mph CU Q J � � / REF, \ HSS16x16 (TYP, ALL L❑CATIENS THIS DWG.) \ _EVEL GR D LAB ELEV. 1 '-0 , 67 STEEL DETAILER NOTE1 THIS DIMENSION MUST NOT BE ANY LESS THAN 6 1/2'. DIM, MAY BE INCREASED AS REQUIRED TO ACCOM❑DATE REQ'D. WEL➢ING IF DESIRED, TYP. ALL GUSSET LOCATIONS SHOWN THIS DWG. ONLY! BRB DIMENSONING SCHEDULE (SS-05) BRB# (Circled No.) BRBMK# (Prefixed BWC) "a" (WP-to-W,P) "b" (Lower Pull -back) "c" (Hole -to -Hole) "d" (Upper Pull -back) "e" (Gus -to -Gus) 33 PBG09a 48'-11 9/16' 2'-6" 44'-3' 2'-2 9/16, 40'-5" a4 PB5466 46'-7 3/16" 2'-3" 42'-0" 2'-4 3/16" 38'-8' 0 PB609a 48'-11 9/16" 2'-6" 44'-3" 2'-2 9/16" 40'-5" 36 PB546a 44'-915/16" 2'-2" 40'-4" 2'-315/16' 37'-0' (L❑❑KING `SOUTH') ELEVATI❑N @ ❑RID LINE 11 REF: 30 / S301 STEEL DETAILER N11TE1 ALL "HOLE- TO -HOLE" & "GUS TO GUS" DIM'S ARE TO BE MAINTAINED. PLEASE NOTIFY STAR SEISMIC IMMEDIATELY IF DIMENSIONS CANNOT BE MAINTAINED. NOTE: GUSSET PLATE C❑NFIGURATI❑NS AS DEPICTED ❑N THIS LAYOUT ARE FOR VAGUE "OBJECT/MEMBER" REFERENCE ONLY. FINAL GUSSET PLATE C❑NFIGURATI❑N TO BE SIZED PER REQ'D WELD SIZE & LENGTHS & BY THE STRUCT, STEEL DETAILER. STIFF. PL'S CIF REQ'D) NOT SHOWN ❑N THIS LAYOUT NOTE; ALL BEAM "WORK -LINE" L❑CATIONS ARE LOCATED AT EXACT "HALF -DEPTH" L❑CATIENS FROM BEAM T.O,S, 9 ROOF REF) KEVliIED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 MY of Tukwila BUILDING DIVISION s. ERECTER NOTES BRB'S SHOWN THIS DWG, COULD BE VERY DIFFICULT TO ERECT AFTER THE COLUMNS & BEAMS ARE IN PLACE. CONTRACT ❑R/ERECTER TO ADDRESS INSTALL ACC❑RDINGLY, ❑PTI❑N #1 (PREFERRED BY STAR SEISMIC) - ERECT BRB IN C❑NJUNCTI❑N WITH THE BEAM ABOVE FLY BRB & BEAM INT❑ P❑SITI❑N TOGETHER. (GUSSETS MUST BE WELDED TO BEAMS IN THIS CASE,) ❑PTI❑N #2 - ERECT BRB EVER LOWER GUSSET PLATE PRIER TO ERECTING THE BEAM ABOVE. AS BEAM ABOVE IS INSTALLED WGUSSET ATTACHED) ERECTER TO GUIDE GUSSET ONTO UPPER END OF BRB, C❑NTRACT❑R/ERECTER N❑TE: SEE STAR SEISMIC DWG's, PCB-01 & PCB-02 FOR BRB GUSSET WELDING & BELTING SH❑P / FIELD INFERMATI❑ RD REID MIDDLETON, INC. c ti z 2 IN CONN PLATES P1 IN GUSSET D+�3i6 PLATE M N N rn - c0 (D S GUSSET PL. c BUCKLING RESTRAINED BOLTED WILDCAT BRACE - - - - - - -- I \I I ' -� - - - - - - e1 e2 # ROWS L1 BRB PLATE CONNECTION NTS NOTE: 1. BOLTS TO BE PRE -TENSIONED AND INSTALLED WITH A "Class A" FAYING SURFACE IN ACCORDANCE WITH AISC AND RCSC REQUIREMENTS. 6300 N. SAGEWOOD DR WVWV.STARSEISMIC.NET SUITE H #511 PHONE: 1-435-940-9222 tarSe'smic PARK CITY, UT 84098 FAX: 1-435-655-0073 COLLAR BOLTED BRACE SCHEDULE I I STAR STAR AREA ENG'S Conn. Conn. 1 Bolt Hole Width Length # Bolts e1 e2 e3 S Gage Dia (D) BRACE# PCMK [in2] DESIG. 1 LOCATION ELEV. PL. # ! PL. TH (IN) (IN) (IN) (IN) [-] (IN) (IN) (IN) (iN) (IN) 1 2 BWC273a BWC263a 6.5 6.25 BRB-6.5 BRB-6.25 Q/11-10 Q/11-10 1-2 2-R 2 2 1/2 j- 1 3/16 1 3/16 10 10 ! 16.5 16.5 8 8 2.5 2.5 1 2.5 2.5 2 2 3.5 j 3.5 6 6 j 3 BWC273b 6.5 BRB-6.5 Q/10-9 1-2 2 -1/2 1 1/2 1 1 3/16 ! 10 16.5 8 2.5 _ 2.5 2 3.5 6 4 BWC263a 6.25 BRB-6.25 Q/10-9 2-R 2 1/2 1 3/16 j 10 16.5 8 2.5 2.5 2 3.5 6 5 BWC273b 6.5 BRB-6.5 Q/9-8 1-2 2 1/2 1 3/16 ! 10 16.5 8 2.5 2.5 2 3.5 6 6 BWC263a 6.25 BRB-6.25 Q/9-8 2-R 2 1/2 1 3/16 10 16.5 8 2.5 2.5 2 3.5 6 7 BWC273b 6.5 BRB-6.5 Q/8-7 1-2 2 1/2 1 3/16 - - 10 16.5 8 2.5 2.5 2 3.5 6 8 BWC263a 6.25 BRB-6.25 Q/8-7 2-R 2 1 1/2 1 3/16 - - 1 10 - -- - - 16.5 ----- -- - - 8 - ----- - - 1 2.5 - -------......_.._..._.. 2.5 --------------... 2 3.5 ---.._._._._................._._ 6 9 ... ......... - ------ -- BWC137a ---- 3.25 BRB-3.25 1/C-13.5 1_2 ---- 2 1 5/16 -- 1 3/16 10 9.5 -4 2.5 2.5 2 3.5 6 10 BWC126a 3 BRB-3 1/C-B.5 1/6.5-B 2-112 5/16 5/16 1 3/16 -- /16 - 1 3/16 10 1 -- - I 9.5 1- 4 2.5 _ 2.5 2 3.5 6 11 BWC137b 3.25 _BRB-3.25 1-2 2 9.5 1 2.5 --1 - 2.5 2 3.5 6 � -4- -' - - - - -- ---- 12 BWC126b 3 BRB-3 i / 2-R 2 5 16 / 1 3/16 10 9.5 4 f 2.5 2.5 2 3.5 6 13- BWC137b 1 3.25 BRB-3.25 1/B-A.5 1-2 2 5 16 / ' 1 3/16 10 9.5 4 2.5 2.5 2 1 3.5 6 14 BWC126b 3 BRB-3 1/13-A.5 2-R 2 5/16 1 3/16 - 10 ! 9.5 4 2.5 2.5 2 _ 3.5 - 6 15 BWC137a 3.25 BRB-3.25 1/A.5-A 1-2 2 5/16 1 3/16 10 ; 2.5 2.5 2 3.5 6 16 BWC126c 3 BRB-3 11/A.5-A 2-11 2 ------ 5/16 1 3/16 1 2.5 2.5 2 3.5 6 17 PB305a 7.25 BRB-7.25 A/9-10 1-2 2 1 1 3/16 9 32 8 2 2 1.5 3 6 18 PB294a 1 7 BRB-7 A/9-10 2-112 1 1 3/16 9 32 i 8 2 2 1.5 3 6 I 19 PB305a 7.25 BRB-7.25 A/10-11 _ 12 2 , 1 1 1 3 16 / 1 9 32 8 2 2 1.5 3 6 20 P13294a 1 7 BRB-7 1 A/10-11 2-R 2 1 1 3/16 9 32 8 1 2 1 2 1.5 1 3 6 21 -- 22 P6305a P13294a 7.25 7 BRB-7.25 --- BRB-7 1 A/11-12 A/11-12 1-2 2-R 2 2 1 1 1 3/16 1 3/16 1 9 9 32 32 ---; 8 j 8 2 2 2 I 2 -- 1.5 1.5 j 3 3 -- -- 6 6---- 23 PB305a 7.25 BRB-7.25 A/12-13 1-2 Z L 1 1 3/16 9 ---- 32 - 8 ! 2 2 -i 1.5 3--- 6 24 PB294a ! 7 BRB-7 1 A/12-13 2-R 2 1 1 3 16 / 9 32 8 2 ' 2 1.5 --- 3 6- - -- -+- - ---- - �. _ - 25 BWC221a 5.25 BRB-5.25 21/A-B 1-2 2 1/2 1 3/16 10 ; 13 6 1 2.5 2.5 2 3.5 6 26 - - -- BWC200b - - - --- 4.75 BRB-4.75 21/A-B 2-R 2 --- 3/8 1 3/16 10 j 13 6 j 2.5 2.5 2 3.5 6 27 BWC221a j 5.25 BRB-5.25 21/B-C 1-2 2 1 1/2 1 3/16 10 1 13 6 j 2.5 2.5 2 3.5 6 28 BWC200b ! 4.75 BRB-4.75 21/13-C 2-R 2 j 3/8 1 3/16 ; 10 13 6 2.5 2.5 2 1 3.5 6 r_............ -- -- 29 BWC221a 5.25 BRB-5.25 21/C-D 1.2 2 -- 1/2 --- 1 3/16 10 13 -- �- 6 - -- - 2.5 - 2.5 2 3.5 6 30 --- BWC200b - --- -- -- 4.75 - - - - BRB-4.75 21/C-D -- - 2-R - - - 2 3/8 1 3/16 1 10 13 6 2.5 2.5 2 3.5 6 - BWC221a 5.25 BRB-5.25 21/D-E 1-2 -- --- --- 2 - - 1/2 ---- 1 3/16 - -r ---- 10 --- 13 ---------- - -- 6 -- ------- ----- 2.5 1 ------ --- 2.5 - ----- - 2 --- - 3.5 ---- ------ ....... .................. 6 32 33 BWC200a PB609a 4.75 14.5 BRB-4.75 BRB-14.5 21/D-E 11/A-B 2-R 1-2 2 2 3/8 1 �1 3/16 1 3/16 10 1 13 6 2.5 1 2.5 2.5 2 2.5 3.5 3 6 6 34 PB546b --- 13 - ------ BRB-13 ----- 11/A-B ---- --- ------- 2-R -- - - - 2 - - 1 1/4 1 1 3/16 -11-- ---46 11 43 _...._16---- 14 ----........ _- --- 2.5 -- -- ........ -2 - 2 - 2.5 3 ---- - 6 -- 35 P6609a 14.5 BRB-14.5 11/B -C.5 1-2 2 1 1 3/16 I -- 11 46 16 1 -_- 2.5 2 _ - 2.5 ---- -; 3 -_- 6 36 PB546a 13 BRB-13 11/B-C.5 2 R 2 1 1/4 1 3/16 11 43 14 2.5 1 2 2.5 3 6 BRB SCHEDULE NOTES: 1. BUCKLING RESTRAINED BRACES ARE TO BE TESTED PER THE PROVISIONS OF THE AISC 341-10. SUPPLIER TO SUBMIT PROOF OF EACH BRACE'S COMPLIANCE WITH THE QUALIFIED LOAD & STRAIN RANGES. 2. Pu GIVEN IS THE GOVERNING CODE LEVEL FORCE IN THE BRACE, USING LRFD FORCE LEVELS. Pu <0.9AscFymin. 3. Fysc IS THE ACTUAL YIELD STRESS OF THE STEEL CORE AS DETERMINED BY COUPON TESTING. 38 ksi < Fysc <46 ksi. CHARPY TESTING REQUIRED WHEN THICNKESS OF THE CORE MATERIAL EXCEEDS 2" 4. BRACE STIFFNESS Keff TO BE KF x Asc x E/Lwp-wp ±10%, WHERE THE VALUES FOR STIFFNESS MODIFICATION FACTOR (KF) & Asc ARE TAKEN FROM THE TABLE & Lwp-wp IS THE WORKPOINT - WORKPOINT LENGTH OF THE BRACE. 5. BRACE ELONGATION TO BE CALCULATED AS MAX OF 2% DRIFT OR 2 x Cd x Pservice / Kcore, WHERE Pservice = Pu/(pl) (p = CODE REDUNDANCY FACTOR, I = CODE IMPORTANCE FACTOR, & Kcore IS THE STIFFNESS OF THE YIELDING CORE Kcore=AscE/Lysc ) 6. MAXIMUM ,r3w AND j3 NOT TO EXCEED VALUES IN TABLE. 7. PROJECT DESIGNED AROUND STAR SEISMIC BRB BRACES. IF THE CONTRACTOR PROPOSES A "BRB" PRODUCT THAT DOES NOT CONFORM TO THE DESIGN AND PERFORMANCE REQUIREMENTS, CONTRACTOR MUST SUBMIT A COST IMPACT EVALUATION, AND MUST PAY THE ARCHITECT'S AND DESIGN TEAM'S FEES ASSOCIATED WITH THE REVIEW OF THE NON -CONFORMING "BRB" PRODUCT AND REDESIGN OF BUILDING ASSOCIATED IMPACTED BY NON -CONFORMING BRBs. GENERAL NOTES: ALL BOLTED BRACE CONNECTIONS SHALL BE INSTALLED IN ACCORDANCE WITH THE ERECTOR'S QUALITY ASSURANCE PLAN. AS A MINIMUM, THE FOLLOWING MUST BE MET. • TIGHTEN ALL SLIP CRITICAL BOLTS & BOLTS INSTALLED IN OVERSIZED OR SLOTTED HOLES BY A METHOD APPROVED BY THE "ENGINEER OF RECORD". • PROVIDE HARDENED WASHERS UNDER ALL TURNED ELEMENTS (THE BOLT HEAD & NUT),AS REQUIRED IN THE AISC SPECIFICATIONS. • BOLTS MUST BE LONG ENOUGH FOR A MINIMUM OF (2) THREADS TO EXTEND BEYOND THE OUTSIDE FACE OF THE NUT AFTER TIGHTENING, BUT NOT TO EXCEED THE THREAD STICK -OUT DIMENSION ALLOWED BY THE "ENGINEER OF RECORD". • DO NOT RE -USE BOLTS, NUTS, OR WASHERS. BOLTS SHALL BE TORQUED TO ACHIEVE THE APPROPRIATE BOLT TENSION AS SET FORTH IN THE ERECTORS APPROVED PROCEDURES. AS A MINIMUM, THE FOLLOWING ITEMS SHALL BE ADHERED TO. 1. STARTING WITH THE INNERMOST ROWS OF THE CONNECTION & CONTINUING TO THE OUTER ROWS, BRING ALL PLIES INTO FIRM CONTACT (NOT FULLY TIGHTENED CONDITION).BOLTS MAY NEED ADJUSTMENT MORE THAN ONCE TO ACHEIVE THIS CONDITION. 2. TIGHTEN BOLTS AT INNERMOST ROW TO THE APPROPRIATE LEVEL OF TENSION USING APPROVED PROCEDURE. 3. PROCEED ROW BY ROW TO THE OUTERMOST ROW OF BOLTS AND TIGHTEN TO THE APPROPRIATE LEVEL OF TENSION USING APPROVED PROCEDURE. 4. AFTER THE LAST BOLT AT THE OUTER ROW HAS BEEN TIGHTENED, RECHECK THE PREVIOUSLY TIGHTENED BOLTS AND TIGHTEN ANY THAT HAVE LOOSENED, ALTERNATING BETWEEN INSIDE COLUMN & OUTSIDE COLUMN BOLTS UNTIL ALL BOLTS HAVE REACHED THE APPROPRIATE LEVEL OF TORQUE. 5. REPEAT SIMILAR PROCEDURE AT THE OTHER END OF THE BRACE. WF COL. p01 PROTECTED ZONE: WELDED, BOLTED, SCREWED OR SHOT -IN ATTACHMENTS FOR NON-STRUCTURAL ELEMENTS ARE PROHIBITED WITHIN THE PROTECTED ZONE REGION DEFINED IN THIS DETAIL. IT IS A VIOLATION OF THE CONTRACT AND THE BUILDING CODE TO MAKE SUCH CONNECTIONS. COLLAR ZONE: SCREWED OR SHOT -IN ATTACHMENTS ARE NOT PERMITTED TO THE COLLARS. f•\=BRACE STROKE ZONE: - ATTACHMENTS ARE PROHIBITED IN THE BRACE STROKE ZONE. NOTE THAT ANY ATTACHMENTS MADE TO THE COLLAR & CASING THAT WILL RESTRAIN MOVEMENT BETWEEN THE COLLAR & CASING ARE ALSO PROHIBITED. ANY OTHER CONNECTIONS TO THE BRACE ARE TO BE APPROVED BY THE ENGINEER AND THE BRB MANUFACTURER. WF BEAM 2 FIELD PROTECTED ZONE DETAIL NTS p� 00(8 WF COL WP REVIEWED FOR CADS COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION M EWHWE 2 6 2015 REID MIDDLETON, INC. f �ti�Y S. e� Gj J' 3/9/15 1 Permit Avqtarsewmic 7BUCKLING RESTRAINED \WILDCAT BRB BRACE WF COL. II II 3 SIDESN `4 14 1 3 SIDES is (TYP) 4 1 (TYP) 4 W31'\ L3 WF COL. W31 L3 ,4 1 STIFF PL's. (N&FS) P.P. WELD BEAM WEB TO TO MATCH BM FLG. GUSSET PLATE. (CONN. PL IIl THK. & WIDTH ............ & BOLTS FOR ERECTION (W7) --BOLTED CONNECTION ONLY (AS REQUIRED) WP SEE BRB SCHEDULE WF BEAM L5±3 L2 TI W�2 L2 "2" MIN L3U SEE SCHED. VERT. (TYP) WP 2 2 NO WELD SNIP TYP. BRACE TO COLUMN WEB CONNECTION CONNECTION - BOLTED CONNECTION SEE BRB SCHEDULE A ALL i STIFF's) L3 L a SEE SCHED. STAR BRB TO BASE PLCOL. CONN. C.J.P. WELD BEAM FLG. TO STIFF. PL(s). 6 T&B FLG. NTT NOTE: WP. to END OF BRB & BRB LENGTH TO BE PROVIDED BY STAR SEISMIC VV3 STIFF. PL. TYP. BUCKLING RESTRAINED WILDCAT BRB BRACE TYP. II BRACE TO COLUMN WEB CONNECTION SNIP CORNERS OF FLNG. /BASE PLATE SCHEDULE GUSS. PL. 1 PL's TO ALLFO CONT.. WELD @ GUSOW S. PLR STAR STAR i AREA I BRACE i GUSSET BASE PLATE WELD i COLUMN WELD BRACE# PCMK [in2l DESIG. LOCATION ELEV. PL. TH (IN) W2 (IN) L2 (IN) W3 (IN) L3 (IN) I BWC273a 6.5 1 BRB-6.5 Q/11-10 1-2 1 3/4 1/4 26 5/16 1 42 3 BWC273b 6.5 BRB-6.5 Q/10-9 1-2 3/4 1/4 26 5/16 42 5 BWC273b 6.5 LBRB-6.5 Q/9-8 1-2 3/4 F 1/4 26 5/16 42 7 BWC273b 6.5 i BRB-6.5 I Q/8-7 1-2 3/4 1/4 26 5/16 42 9 BWC137a 1 3.25 BRB-3.25 I/C-13.5 1-2 5/8 1/4 21 1/4 36 11 BWC137b 3.2.15 BRB-3.25 I/B.5-13 1-2 - ------------ 5/8 1/4 - 21 . . ........ . 1/4 36 13 . .. . .... . ........ --- 13WC137b ------- - --------- - ----- -- . ........ 3.25 BRB-3.25 I/B-A.5 1-2 1 5/8 1/4 21 1/4 36 15 BWC137a 3.25 BRB-3.25 I/A.5-A 1-2 1 5/8 1/4 . ... .... . . ........ 21 .................... . ............... 1/4 36 - - ---------- - 17 PB305a 7.25 BRB-7.25 A/9-10 ___ 1-2 1� - - ---- - _- 11 11/4 3/8 24 7/16 31 19 PB305a 1 7.25 BRB-7.25 A/10-11 1-2 11 11/4 3/8 24 7/16 31 1 21 PB305a 1 7.25 BRB-7.25 A/11-12 1-2 11/4 1 3/8 24 7/16 31 i 23 PB305a 7.25 BRB-7.25 A/12-13 1-2 11/4 3/8 24 7/16 31 25 BWC221a 5.25 11 BRB-5.25 21/A-B 1-2 3/4 1/4 22 5/16 37 27 BWC221a 5.25 BRB-5.25 21/13-C 1-2 3/4 1/4 22 5/16 37 29 BWC221a 1 5.25 BRB-5.25 21/C-D 1-2 1 3/4 1 1/4 22 5/16 37 31 BWC221a 5.25 BRB-5.25 21/D-E 1-2 i 3/4 1/4 22 5/16 37 ;33 PB609a 14.5 1 BRB-14.5 11/A-B 1-2 11/4 1/2 31 9/16 46 PB609a 14.5 BRB-14.5 11/B-C.5 1-2 11/4 9/16 31 9/16 46 BRB CONNECTION SCHEDULE NTS NOTES: 1. ALL GUSSET PLATES ARE TO BE A572-GR50 2. WHERE STIFFENER IS REQUIRED AT BOTH UPPER AND LOWER CONNECTIONS, LOCATE THE STIFFENER AT TOE OF SHORTER WELD LENGTH. 3: WELDS INDICATED WITH A TO BE INCREASED IF NEEDED TO MEET AWS MIN REQUIREMENTS. 4. ALL GUSSET PLATES, STIFFNERS, AND CLIP ANGLES PROVIDED BY STEEL CONTRACTOR. SECTION A 5 STAR BRB TO CONTINUOUS GUSS. CONN. (DOUBLE BRACE) NTS NOTE: WP. to END OF BRB & BRB LENGTH TO BE PROVIDED BY STAR SEISMIC 2 SIDES 14.'' (TYP) STIFF PL's. (N&FS)TO MATCH BM FLG. THK. & WIDTH WF COL. FLANGE PL. (CTR'D) THK. & WIDTH TO MATCH BEAM FLG. II WF BEAM '4" 2 SIDES BEAM CONN. .4 (TYP) SEE DET. #5 BOLTED CONNECTION SEE BRB SCHEDULE <L r BUCKLING RESTRAINED WILDCAT BRB BRACE 1."4 W3! L3 W36! L3 4 i 3 SIDES 1z" STIFF. J 1,4' (TYP) PL. (TYP) TYP. BRACE TO COLUMN WEB CONNECTION r-'HQQ D1 /CQ% --E SECTION B STAR BRB TO CONTINUOUS GUSS. CONN. (SINGLE BRACE) NTS N_OTE:. WP. to END OF BRB & BRB LENGTH TO BE PROVIDED BY STAR SEISMIC B C T R'D STIFF.) LN E 6300 N. SAGEWOOD DR WWW.STARSEISMIC.NET ft a 09% PHONE: 1-435- NAN61 SUITE H #51 tarS PARK CITY,1UT 84098 FAX: 1-435-6559-007340-9222 CORNER GUSSET SCHEDULE Lower Brace Upper Brace Gusset L3 L I L3 U i Total L3 W3 L5 W7 Number PCIVIK Number PCIVIK Thk (in) -- --------- ------ ---------- . . ... ..... 1 BWC273a 3/4 5/16 5/16 2 BWC263a 39 36 75 27 --- i ------ 3 1 BWC273b 4 28 BWC263a 3/4 39 36 75 5/16 5/16 5 1 BWC273b 1 6 BWC263a 3/4 39 36 75 5/16 28 5/16 7 BWC273b 1 8 1 BWC263a 3/4 11 37 36 73 5/16 27 5/16 38 38 76 24 9 BWC137a 10 BWC126a 5/8 1/4 5/16 ............. 1/4 11 BWC137b 12 BWC126b 5/8 37 39 76 1 5/16 23 . ... ... .... BWC126b 39 76 1 5/16 13 BWC137b 14 b 5/8 37 1/4 23 24 a 16 BWC126c 1 38 38 76 5/16 15 BWC137a 5/8 1/4 PB294a 30 27 57 23 17 PB305a 18 1 1/4 7/16 5/16 19 PB305a 20 1313294a 1 1/4 31 27 58 7/16 23 5/16 21 22 PB294a PB305a 1 1/4 31 27 58 7/16 23 5/16 23 PB305a 24 PB294a 1 1/4 30 27 57 7/16 23 5/16 25 BWC221a 26 W/C 1/4 3/4 37 38 75 25 5/16 1/2 5/16 27 1 BWC221a 28 BWC200b 3/4 1 37 38 75 25 29 BWC221a 30 BWC200b 3/4 37 38 75 1/4 25 5/16 __T 3/4 1/4 5/16 31 BWC221a 32 BWC200a 37 38 75 25 33 PB609a 34 P13546b 1 1/4 45 42 87 1 9/16 31 5/16 ......... .. _ 35 PB609a 36 PB546a 45 4C�_ 1 1/4 85 9/16 31 5/16 - 47 5/16 29 5/16 2 J BWC263a 3/4 - --- ----------- - - - ------ 4 BWC263a 3/4 45 5/16 27 5/16 .. .......... .... . .. t ...... 5 6 BWC263a 3/4 45 /16 27 5/16 - - -------- 8 BWC263a 1 3/4 43 5/16 28 5/16 10 BWC126a 5/8 43 1/4 24 5/16 5/16 12 BWC126b 1 5/8 42 1/4 24 14 1 BWC126b 5/8 42 1/4 24 5/16 16 BWC126c 5/8 43 1/4 24 5/16 18 PB294a 1 1/4 36 3/8 23 1 5/16 5/16 20 PB294a 1 1/4 36 3/8 23 1 22 PB294a 1 1/4 36 3/8 23 5/16 3/8 5 16 24 1313294a 1 1/4 36 23 ........ .. ....... . . ....... ---------- ....... .......... ... . ......... 26 1 BWC200b 1 3/4 1 5/16 25 16 45 5/ 28 BWC200b 3/4 1/4 49 25 5/16 30 BWC200b 3/4 49 1/4 25 5/16 - -------------- 1/4 25 32 BWC200a 3/4 47 5/16 - - - - - ------------------ - ----- ---------- 1 1/4 53 1/2 3/8 34 1 PB546b 30 36 PB5461/2 30 3/8 a 1 1/4 - ... ......... _. ..______ j . ....... - --------------- - - - - ---- - ---------- ------------ - ------------ _.__!__________ - F REV%WE&#dR ( BRB CONNECTION SCHEDULE D NTS City of Tukwila NOTES: BUILDING DIVISION 1. ALL GUSSET PLATES ARE TO BE A572-GR50 2. WHERE STIFFENER IS REQUIRED AT BOTH UPPER AND LOWER CONNECTIONS, LOCATE THE STIFFENER AT TOE OF SHORTER WELD LENGTH. 3. WELDS INDICATED WITH A TO BE INCREASED IF NEEDED TO MEET AWS MIN REQUIREMENTS. 4. ALL GUSSET PLATES, STIFFNERS, AND CLIP ANGLES PROVIDED BY STEEL CONTRACTOR. �15-06(8 n EV�EW-E MAY 2 6 2015 0 REID MIDDLETON, INC. I M, 0 * S=jV R. O 49004 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM • �:� 4 �r I, Museum of Flight 404 East WA Way inal Marg 'i�AR; T E Pt R�MIT REQUIRED FOR: p,,&wt• nit�l :aa a! tumbing ,as Piping 4� (� Y of Tukwila , D !VISION REVISIONS too changes shall be made to the scope of work without prior approval of Tuklpjila Building Division. r 0Tr: neviSIMS will require a new plan submittal and may include additional plan review fees_ LE COPY Permit 40s Doi Flan review approval is subject to errors and omissions. Approval of construction documents does not authorize tho violation of any adopted code or ordinance. Receipt cf approved Fiel py andAwndiltim is aftowiedged: By: - I iiA- S Date: _(n - V - Z 0- City of Tuk►ila BUILDING DIVISION REV* -WED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 A7"" City of Tukwila BUILDING DIViCION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER 1 PROJECT DIRECTORY The Museum of Flight 9404 East Marginal Way South Seattle, WA 98108 v: (206) 764-5720 f: (206) 764-5707 Contacts: Laurie Haag Ihaag@museumofflight.org Clark Miller cmiller@museumofflight.org Architect SRG Partnership, Inc. 110 Union Street, Suite 300 Seattle, WA 98101 v: (206) 973-1700 f: (206) 973-1701 Contacts: Nathan Messmer nmessmer@srgpartnership.com Rick Zeive rzeive@srgpartnership.com Structural Engineer Magnusson Klemencic Associates 1301 Fifth Avenue, Suite 3200 Seattle, WA 98101 v: (206) 292-1200 f: (206) 292-1201 Contacts: Greg Briggs gbriggs@mka.com Steve Thomas sthomas@mka.com Landscape Architect Site Workshop 222 Etruria Street Seattle, WA 98109 v: (206) 285-3026 f: (206) 285-3629 Contacts: Natalie Ross natalier@siteworkshop.net Pieter Van Remoortere pieter@siteworkshop.net Surveying Bush, Roed & Hitchings, Inc. 2009 Minor Avenue East Seattle, WA 98102 v: (206) 323-4144 f: (206) 323-7135 Contact: Oliver Robar oliverr@brhinc.com Geotechnical Engineer GeoEngineers 600 Stewart Street, Suite 1700 Seattle, WA 98101 v: (206) 728-2674 f: (206) 728-2732 Contacts: Dave Cook dcook@geoengineers.com Nancy Tochko ntochko@geoengineers.com rn Nt N LO O N co C�V c— General Manager Seneca Group 1191 Second Avenue, Suite 1500 Seattle, WA 98101 v: (206) 628-3150 f: (206) 628-7105 Contacts: Laura Lohman laural@senecagroup.com Caroline Schuman carolines@senecagroup.com Contractor Sellen Construction 227 Westlake Avenue North Seattle, WA 98109 v: (206) 682-7770 f: (206) 623-5206 Contacts: Bret Downing bret.downing@sellen.com Jack Avery jack.avery@sellen.com Civil Engineer Magnusson Klemencic Associates 1301 Fifth Avenue, Suite 3200 Seattle, WA 98101 v: (206) 292-1200 f: (206) 292-1201 Contact: Rita Greene rgreene@mka.com Electrical Engineer Prime Electric 13301 SE 26th Street Bellevue, WA 98005 v: (425) 747-5200 f: (425) 747-5552 Contact: Rick Simpson rsimpson@primeelectric.com Mechanical Consultant Inventrix Engineering 911 Western Avenue, Suite 406 Seattle, WA 98104 v: (206) 515-4004 f: (206) 515-2026 Contact: Jason Smith jasons@inveng.com Daylighting Consultant Integrated Design Lab 1501 East Madison Street, Suite 200 Seattle, WA 98122 v: (206) 616-6566 Contact: Chris Meek cmeek@u.washington.edu PROJECT DESCRIPTION Narrative The project consists of a new 134,724 SF roof structure to exhibit and protect large aircraft on the Museum of Flight's west campus. The Covered Airpark will house more than 20 aircraft including very large airplanes such as a Boeing 747, Boeing 787 and Concorde as well as historic aircraft such as a Boeing B-17 and B-29. In plan, the open-air structure is approximately a parallelogram of 460' width and 315' depth, spanning from 30' north of the Charles Simonyi Space Gallery to 30' south of the Raisbeck Aviation High School. The roof begins at a height of about 55' along East Marginal Way South, sloping up and west at 2.88" per foot to an approximately 88' high ridge aligned with the west wall of the Charles Simonyi Space Gallery. The roof then slopes down at 0.55" per foot to about 78' high at the west edge. Steel columns are spaced to allow for the movement of large aircraft wingspans at the southern east structure and the northern west structure. Elsewhere, brace frames provide lateral stability for the steel roof supported by two bays of 10' deep, 230' long steel trusses running north to south at approximately 10' on center. A security fence with entry/exit gates rings the entire structure. At the west, where the building is held 100' back from the property line, 109 parking spaces will be provided along with fire lane access and a vehicular loop road connecting the Raisbeck Aviation High School entry and South 94th Place. PROJECT INFORMATION Code 2012 International Building Code with Washington State amendments Occupancy Assembly Group A-3, Museums Construction Type IB Fire Resistance Ratings Primary structural frame Bearing walls Nonbearing walls Exterior walls Floor construction Roof construction 0 hr (noncombustible, open-air) n/a n/a 0 hr (>30' fire separation distance) n/a 0 hr (>20' above finish floor) For Geotechnical Report Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington for Museum of Flight November 17, 2014 GeoEngineers 8410 154th Avenue NE Redmond, Washington 98052 425-861-6000 Parcel Numbers 5729800010 5730000010 VICINITY MAP Site Address 9229 East Marginal Way South Tukwila, WA 98108 Legal Description LOT 1 DESCRIPTION - SOUTHERN PARCEL (BSIP L10-060) THAT PORTION OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 33, TOWNSHIP 24 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEING KNOWN AS LOT A OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NUMBER BLA- 01-002, RECORDED UNDER RECORDING NUMBER 20010803900001; EXCEPT FOR THE PORTION WHICH LIES SOUTH AND EAST OF THE FOLLOWING LINE; BEGINNING AT THE NORTHEAST CORNER OF SAID LOT A; THENCE SOUTH 22031'52" EAST ALONG THE WESTERLY MARGIN OF EAST MARGINAL WAY SOUTH, A DISTANCE OF 221.91 FEET TO THE TRUE POINT OF BEGINNING OF THIS LINE; THENCE NORTH 88049-44" WEST, A DISTANCE OF 191.78' FEET TO THE BEGINNING OF A TANGENT CURVE TO THE LEFT; THENCE ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 116019'59" AND AN ARC LENGTH OF 50.76 FEET; THENCE SOUTH 25009'43" EAST, A DISTANCE OF 100.18 FEET TO THE BEGINNING OF A TANGENT CURVE TO THE RIGHT; THENCE ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 88021'33" AND AN ARC LENGTH OF 38.55 FEET; THENCE SOUTH 63011'50" WEST, A DISTANCE OF 165.77 FEET TO THE WEST LINE OF SAID LOT A AND THE TERMINUS OF THIS DESCRIBED LINE. TOGETHER WITH AN EASEMENT FOR ACCESS AND UTILITY PURPOSES AS SHOWN ON SAID CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NUMBER BLA-01-002. ALSO KNOWN AS: LOT 1 OF CITY OF TUKWILA BINDING SITE IMPROVEMENT PLAN NO. L10-060, RECORDED IN KING COUNTY UNDER RECORDING NO.20100928000240, WASHINGTON. LOT 1 DESCRIPTION - NORTHERN PARCEL (BSIP L11-019) LOT 2, CITY OF TUKWILA SHORT PLAT NUMBER L05-057, RECORDED UNDER RECORDING NUMBER 20070228900007, IN KING COUNTY, WASHINGTON. TOGETHER WITH THE FOLLOWING DESCRIBED LAND; THAT PORTION OF THE FOLLOWING DESCRIBED PROPERTY LYING SOUTHERLY OF THE EASTERLY EXTENSION OF THE NORTH LINE OF LOT 2 OF CITY OF TUKWILA SHORT PLAT NUMBER L05-057, RECORDED UNDER RECORDING NUMBER 20070228900007, IN KING COUNTY, WASHINGTON: A PARCEL OF LAND SITUATE IN TRACTS 1 AND 2, THE MEADOWS, ACCORDING TO THE PLAT THEREOF, BEING A PART OF FRANCIS MCNATT DONATION LAND CLAIM NO. 38 IN SECTION 33, TOWNSHIP 24 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE POINT OF INTERSECTION OF THE NORTH LINE OF SAID TRACT 2 WITH THE WESTERLY LINE OF PRIMARY STATE HIGHWAY NO. 1 (EAST MARGINAL WAY) WHICH POINT IS 648.77 FEET DISTANT SOUTHEASTERLY, MEASURED ALONG SAID WESTERLY LINE, FROM THE NORTH LINE OF SAID FRANCIS MCNATT DONATION LAND CLAIM; THENCE SOUTHEASTERLY ALONG THE WESTERLY LINE OF SAID HIGHWAY A DISTANCE OF 715.4 FEET; THENCE NORTHWESTERLY ALONG A STRAIGHT LINE WHICH FORMS AN ANGLE OF 8001, FROM NORTHWEST TO WEST WITH THE WESTERLY LINE OF SAID HIGHWAY A DISTANCE OF 122 FEET, MORE OR LESS, TO A POINT 17 FEET DISTANT SOUTHWESTERLY, MEASURED AT RIGHT ANGLES, FROM THE WESTERLY LINE OF HIGHWAY; THENCE NORTHWESTERLY ALONG A STRAIGHT LINE PARALLEL WITH SAID WESTERLY LINE OF HIGHWAY A DISTANCE OF 603 FEET, MORE OR LESS, TO A POINT ON THE NORTH LINE OF SAID TRACT 2; THENCE EAST ALONG SAID NORTH LINE A DISTANCE OF 18.5 FEET, MORE OR LESS, TO THE POINT OF BEGINNING. EXCEPT THE FOLLOWING DESCRIBED LAND: BEGINNING AT THE NORTHEAST CORNER OF SAID LOT 2, SHORT PLAT NUMBER L05- 057; THENCE SOUTH 22031'52" EAST ALONG THE EAST LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057, A DISTANCE OF 20.27 FEET; THENCE SOUTH 30051-51" WEST, A DISTANCE OF 28.79 FEET TO THE TRUE POINT OF BEGINNING OF EXCEPTION; THENCE SOUTH 01 009'08" WEST, A DISTANCE OF 76.19 FEET; THENCE SOUTH 22017'19" EAST, A DISTANCE OF 22.70 TO A POINT WHICH BEARS NORTH 32044'34" WEST AND IS 303.35 FEET DISTANT FROM THE SOUTHEAST CORNER OF SAID LOT 2, SHORT PLAT NUMBER L05-057; THENCE NORTH 88050'53" WEST AND PARALLEL WITH THE NORTH LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057, A DISTANCE OF 435.82 FEET TO A POINT WHICH BEARS NORTH 42047'07" EAST AND IS 350.67 FEET DISTANT FROM THE SOUTHWEST CORNER OF SAID LOT 2, SHORT PLAT NUMBER L05-057; THENCE NORTH 01009-07" EAST, A DISTANCE OF 99.50 FEET TO A POINT THAT IS 41.00 FEET SOUTH OF THE NORTH LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057 WHEN MEASURED AT A RIGHT ANGI_F_, THENCE SOUTH 88050'53" EAST AND PARALLEL WITH THE NORTH LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057, A DISTANCE OF 300.68 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTH AND A RADIUS OF 30.00 FEET; THENCE SOUTHEASTERLY ALONG SAID CURVE A DISTANCE OF 2.75 FEET TO THE BEGINNING OF A REVERSE CURVE CONCAVE TO THE NORTH AND A RADIUS OF 30.00 FEET; THENCE EASTERLY ALONG SAID CURVE A DISTANCE OF 22.06 FEET; THENCE SOUTH 88050'53" EAST, A DISTANCE OF 72.98 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTH AND HAVING A RADIUS OF 72.58 FEET; THENCE EASTERLY ALONG SAID CURVE A DISTANCE OF 29.76 FEET; THENCE NORTH 67028'08" EAST A DISTANCE OF 2.15 FEET TO THE TRUE POINT OF BEGINNING. TOGETHER WITH THE FOLLOWING EASEMENTS; ACCESS AND UTILITY EASEMENT AGREEMENT RECORDED UNDER KING COUNTY RECORDING NO. 20100927002030 AND RECIPROCAL EASEMENT AGREEMENT RECORDED UNDER KING COUNTY RECORDING NO. 20100927002029. ALSO KNOWN AS: LOT 1 OF CITY OF TUKWILA BINDING SITE IMPROVEMENT PLAN NO. L11-019, RECORDED IN KING COUNTY UNDER RECORDING NO. 20110504001579, WASHINGTON. MASTER DRAWING INDEX GENERAL G001 PROJECT TEAM, VICINITY MAP AND OVERALL DRAWING INDEX G101 LIFE SAFETY PLAN G201 SURVEY G202 SURVEY CIVIL C001 GENERAL NOTES, LEGEND, ABBREVIATIONS, AND DRAWING LIST C002 NOTES C003 NOTES C100 OVERALL KEY PLAN C201 TEMPORARY EROSION AND SEDIMENT CONTROL - AREA A C202 TEMPORARY EROSION AND SEDIMENT CONTROL - AREA B C203 TEMPORARY EROSION AND SEDIMENT CONTROL - AREA C C301 SITE DEMOLITION PLAN - AREA A C302 SITE DEMOLITION PLAN - AREA B C303 SITE DEMOLITION PLAN - AREA C C401 SITE AND PAVING PLAN - AREA A C402 SITE AND PAVING PLAN - AREA B C403 SITE AND PAVING PLAN - AREA C C501 GRADING PLAN -AREA A C502 GRADING PLAN -AREA B C503 GRADING PLAN -AREA C C601 UTILITY PLAN - AREA A C602 UTILITY PLAN - AREA B C603 UTILITY PLAN - AREA C C701 FOUNDATION DRAIN PLAN C801 SECTIONS AND DETAILS C802 SECTIONS AND DETAILS C803 SECTIONS AND DETAILS LANDSCAPE L1.00 MATERIALS AND LAYOUT PLAN L3.00 DETAILS L4.00 IRRIGATION PLAN - SOUTH L4.01 IRRIGATION PLAN - NORTH L4.10 IRRIGATION DETAILS & SCHEDULE L5.00 PLANTING PLAN - SOUTH L5.01 PLANTING PLAN - NORTH L5.10 PLANTING DETAILS & SCHEDULE STRUCTURAL S001 ABBREVIATIONS, LEGENDS AND DRAWING LIST S002 GENERAL NOTES S003 GENERAL NOTES S101 ROOF WIND LOAD MAPS S102 PAVEMENT AND WALL WIND LOAD MAPS S103 JOIST LOAD MAPS S201 FOUNDATION AND FLOOR PLAN S201 PV PAVING PLAN S202 TYPICAL GIRT FRAMING PLAN S203 ROOF FRAMING PLAN S301 BRACED FRAME ELEVATIONS S302 BRACED FRAME DETAILS S303 BRACED FRAME DETAILS S401 TYPICAL FOUNDATION DETAILS S402 TYPICAL FOUNDATION DETAILS S403 TYPICAL STEEL DETAILS S501 TRUSS ELEVATION S502 TYPICAL TRUSS DETAILS S503 TYPICAL TRUSS DETAILS _<....-_- S504 TYPICAL TRUSS DETAILS S511 SECTIONS AND DETAILS S512 SECTIONS AND DETAILS ARCHITECTURAL A001 ABBREVIATIONS, SYMBOLS AND NOTES A100 SITE PLAN A101 LEVEL 1 FLOOR PLAN A102 ROOF PLAN AC101 REFLECTED CEILING PLAN AF101 SLAB FINISH PLAN A201 EXTERIOR ELEVATIONS A301 BUILDING SECTIONS A321 ENLARGED SECTIONS A411 ENLARGED PLANS AND ELEVATIONS - RESTROOMS A412 ENLARGED PLANS AND ELEVATIONS - FENCE A413 ENLARGED PLANS AND ELEVATIONS - LADDERS A501 DETAILS - SLAB A521 ROOF AND SKYLIGHT DETAILS PLUMBING P0.1 LEGENDS & ABBREVIATIONS P0.2 SPECS P1.1 UNDERSLAB PLAN P1.2 LEVEL 1 FLOOR PLAN P1.3 ROOF PLAN P2.1 DETAILS & LARGE SCALE PLANS i 4 V EVIEWED FOR )E COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRG PARTN ERSH I P.COM x Building Permit Drawing Title PROJECT TEAM, VICINITY MAP AND OVERALL DRAWING INDEX Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 FIRE & LIFE SAFETY LEGEND I, — — Assumed Property Line 0—.—.-0-0— Security Fence: 8 feet tall, chain link Path of Egress, w/ self -luminous, photoluminescent - =� _ v �". directional markings (per IBC 1024.4) placed at 5' on center along path. Typical directional marking Basis of Design is American Permalight, Inc. Anti-skid Dots: photoluminescent with chevron, 4" diameter, 83-40119; applied with floor suitable primer (3M Safety -Walk Primer, 83-0781) and edge sealing compound (3M Edge Sealing Compound, 83-0782). s1 90'z Distance to Nearest Exit Along Path of Egress xti,, " y 1.0 fe Footcandle Illumination Along Path of Egress Actual 50 Allowed 180 Exit Capacity Illustrates the side that'EXIT is to be displayed on � Exit Sign, mounted @ . The direction to exit __17� security fence, typ. U.N.O. Occupant Group B Occupant Load 10 Occupant Load Fm Fire Extinguisher Cabinet " 0! �i Unoccu iable Exhibit Area total—50,000s P ( fl per anticipated clearances around and under museum exhibits, equipment, fuselages, landing gear and wingspans. NOTES Required: Occupancy: A3 - Assembly Exhibit Gallery and Museum Occupant Load Factor: 30 net sf per occupant Net Area (within security fence): 140,963 square feet Allowable Occupants: 4,699 Egress Sizing: 0.2 inches per occupant Total Egress Width Required: 940 inches Maximum Common Path of Egress: 75 feet Maximum Exit Access Travel Distance: 200 feet Proposed Posted Max Occupancy: Provided: (28) 36 inch doors = 1,008 inches 190 feet maximum 1,000 11 / / / _— — — . _--- ,�"'x ,1I'll r- ---------- l r-- _ I I I120' '£ ��/ > I.••� f v I 1 1® „w I I I 1 ; , 1, I ___� r- — � -, ( I b, `^ I I q' I r, r` FE 00 �' I ; ; I �� I I L— J 3`"s` 700 , 1 I I I \" * I i I I; I I I I EC 1 720 r~ ' I 11�1 ; I i,'i` 11' I II i i. i i I I, I .F --� I(y ,£ �,;; II I I it I ,' 1 I I ,� i I,, I� I 1 ASAWM+ I I ! . -!------------ ---- t Tf I I I i ! ' I I I i I ;_ i _I -:-I_ 1 Li- _ ' _ _ _ _ _ _ _ _ _ _ _ _ _ _ ��4P"=;� /'I , I I ,l / ; I; I I I. _ t I ' I II I i I I�1 i I, i J l 7 Ilya 1 I'! 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'�: Building Permit Drawing Title LIFE SAFETY PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 D 15-0018 04/21 /15 Correction Letter #1 Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No i SIN 1/4 OF THE SE 1/4, SEC. 33, TWP. 24 N, R, 4 E, W.M. v FOUND MONUMENT IN CASE NY/ 2X" PIPE. W1 TACK DOWN 1.1- (04/2001) W v ADS PLASTIC PIPE 0 AREA DRAIN ASPHALT (ASPIC) A \AA BUILDING LINE 0 BOLLARD CATCH BASIN (CS) CONCRETE SURFACE (CONC) CvqBW CONCRETE/BRICK WALK CC/XC CONCRETE/EXTRUDED CURB CP/Ip CONC-/IRON PIPE >( CHAIN LINK FENCE (CLF) H/C PARKING SPACE CON CONIFEROUS TREE DEC DECIDUOUS TREE DWY DRIVEWAY ECd ELECTRICAL CONDUIT (BURIED) Qt CENTERLINE/MONUMENT LINE EHH ELECTRICAL HANDHOLE 0 ELECTRICAL JUNCTION BOX EV/ET ELECTRICAL VAULT/TRANSFORMER I FOUND MONUMENT IN CASE C� FIRE HYDRANT FOCd FIBER OPTICS (BURIED) G GAS MAIN m GAS VALVE GUY ANCHOR 0 IRRIGATION BOX IV m IRRIGAflON VALVE IE INVERT ELEVATION PP 0----0 LIGHT POLE (WOOD) LIGHT POLE (ORNAMENTAL) LSCAPE LANDSCAPE PLANTER @ MANHOLE OHP/T OVERHEAD POVIER/TELEPHONE P.S. PARKING SPACE (P) PAINTED UTILITY LOCATION 0 POST —INDICATOR VALVE PSS SANITARY SEINER PEDESTRIAN PUSH BUTTON (PPB) PEDESTAL (R) RECORD DATA GRAVEL SURFACE SD STORM DRAIN CO CLEANOUT -T-/ SIGN/STREET NAME SIGN TG/ I SL TRAFFIC CONTROL/ STREET LIGHTING HANDHOLE TEMPORARY BENCHMARK (78M) TCd TELEPHONE CONDUIT (BURIED) TMH TELEPHONE MANHOLE PPO UTILITY POLE (WOOD) WV WATER VAULT W WATER MAIN WATER METER WATER VAL14E WATER BLOWOFF VALVE (D WATER GATE VALVE/ CHAMBER REWEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 3 . City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER 20 0 10 20 IN FEET .I inch = 20 ft. ot4 5. I tic 0 00 gHsos 0 0 z V) V000m .,+ no I of — 0, 0 I U-) z V) C* z 0 0 V) x C) LJ 0 C) LLB z > OW00 Nv)m LLB Cy U,;, n < 0 ry _j < 0 n 0 0 LLJ Ljj > 0 ::D U r) 0 m dnown by checked by SCB OQR scale date 1" = 20' 2014/041 C3 jolDrawing No SW 1/4 OF THE SE 1/4, SEC. 33, TWP. 24 N, R. 4 E, W.M. ui pli C) SITE NOTES SITE ADDRESS- 9404 EAST MARGINAL WAY SOUTH SEATTLE, WA 98908-4-097 TAX ACCOUNT NO.: 572980-0010-00 573000-0010-04 ZONINQ MIC/H = MANUFACTURING INDUSTRIAL CENTER HEAVY INDUSTRIAL ZONING AGENCY: CITY OF 'TUKAlILA DEPARTMENT OF COMMUNITY DEVELOPMENT $300 SOUTH CENTER BOULEVARD TUKWILA, WA 98183 �206) 431-3670 FAX: (206) 43Z-366-5 SETBACKS - CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACK$ MAY OWFER FROM THOSE IN' EFFECT DURING DESIGIN/CONSTRUCTION OF EXISTING IMPROVEMENT$. THE ISSUANCE OF A CERTIRCIA7E OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPIJED WITH MINIMUM SETSACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION, FLOOD ZONE - THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16, *95, COMMUNITY PANEL NO. 530,33CO645F, AND IS SITUATED IN ZONE "X-, AREA DETERMINED TO BE OUTSIDE THE 5,D0 YEAR FLOODPLAIN. HORIZONTAL DATUM: NAD 83/91 VERTICAL DATUM- NAVD 88 AREA: SITE AS SHO'IhNi CONTAINS 389.373 SQUARE FEET OR 8.9388 ACRES, MORE OR LESS. SUBSTRUCTURES-. BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE FF-i D. 'WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS. FOR THE FINAL LOCATTON OF EXISTING UTIL171ES IN AREAS CRITICAL TO DESIGN CONTACT THE U-flLITY OWNER/AGENCY. TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC LINES ARE NOT ALWAYS AVAILABLE TO THE PUBLIC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS: SURVEY, -1,%-IICH COU, D HAVE UNDERGROUND t INES WITHIN ADJACENT RIGHTS-OF-14VAY. THEREFORE, BRH DOES NOT ACCEPT' RESPONSIBILITY FOR THE EX'[STENCE OF UNEERGROLi�D TELECOMMUNICATIONS/FIBER OP'nC LINES AHfCH ARE NOT MADE PUBLIC RECORID WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 1-800-424-5555 BEFORE CONSTRUCTION. UTILITY PROVIDERS - SANITARY AND STORM SEVIER& CITY Or TUKW�LA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKWILA., WIA -98138 �206) 433-0179 WATER: CITY OF TUKV&A WATER DEPARTMENT .600 MINKLER BOULEVARD PLIKWILA, WA 98188 (206) 4,33-0179 GAS AND POWER; PUGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE, WA 98004 (206) 425-2000 (885) 225-5773 TELEPHONE: OWES T LDA GROUP PO BOX 625001 LITTLETON, CO 80162 (5��) 526-3557 DESCRIPTION. PARCEL NO, 572980-0010 LOT I OF CITY OF TUKWILA BINDING SITE RIPROVEMENT PLAN NO. LIT-019, RECORDED IN VOLUME 257 OF PLATS, PAGES 058-060 WITH A. KING COUNTY RECORDING NO, OF 20110504001579.+ PARCEL NO. 573000-0010 LOT I OF CITY OF RJKWILA BINDING SITE PAPROVEMENT PLAN NO. LIO-060, RECORDED IN VOLUME 255 OF PLATS, PAGES 074-07a WIT11 A KING COUNTY RECORDINI� NO. OF 2010092800C)240.* B -nTL Om Y. ,'THE ABOVE LEGAL DESCRIPTION WAS CREATED BY THE SURVEYOR, AND WAS NOT PROVIDED Y E C PAN EASEMENTS, IHIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN, EASEMENTS HEREON ARE &HOINN FROM A COMBINATION :OF THE FOLLOWING SOURCES; TITLE REPORT FURNISHED BY CHICACO TITLE INSURANCE COMPANY, COMMITMENT NO, 1310889. DATED AUGUST 26, 2010, AND CITY OF TIJKWILA BSlPs L10-06G AND 1-11-019. THE EASEMENTS SHOWN, OR NOTED HEREON RELATE TO THESE DOCUMENTS. NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. 11TLE REPORT SCHEDULE B EXCEPTIONS - ITEMS CIRCLED ARE SHOWN ON' MAP. 1. EASEMENT AND THE TERMS AND CONDITIONS THEREOF - GRANTEE: CITY OF SEA-111-E, A MUNICfPAL CORPORATION PURPOSE: WATER METER AITH THE NECESSARY APPURTENANCES AREA AFFECTED., EASTERLY PORTION OF APPURTENANT EASEMENT AREA RECORDED, DECEMBER 24,1964 RECORDING NUMBER: 6123100 NOTE: SAID EASEMENT IS ALSO DELINEATED AND/OR DEDICATED ON THE FACE OF THE BOUNDARY LJNE ADJUSTMENT. 12D EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: CITY OF SEATTLE, A MUNICIPAL CORPORATION PURPOSE-. INATER METER AND APPURTENANCES AREA AFFECTED: A NORTHEASTERLY PORTION OF SAID PREMISES RECORDED: MAY 22, 1974 RECORDING NUMBER: 740522054-7 NOTE: SAID EASEMENT IS ALSO DELINEATED AND/OR DEDICATED ON THE FACE OF THE BOUNDARY LINE ADJUSTMENT. G, EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: KING COUNTY PURPOSE- SANITARY SEWER SYSTEM TOGETHER %ITH ALL NECESSARY OR CONVENIENT APPURTENANCES AREA AFFECTED- A NORTHEASTERLY POR-n0N OF SAID PREMISES RECORDED. JUNE 17, 1974: RECORDING NUMBER. 7406170607 NOTE: SAID EASEMENT IS ALSO DELINEATED AND/OR DEDICATED ON THE FACE OF THE BOUNDARY LINE ADJUSTMENT, 4. EASEMENT AGREEMENT AND THE TERMS AND CONDITIONS THEREOF, BETWEEN: MUSEUM, OF FLIGHT FOUNDATION, A WASHINGTON NON-PROFIT CORPORATION AND: KING COUNTY MUSEUM OF FLIGHT AUTHORITY, A WASHINGTON PUBLIC AUTHORITY AND: THE CITY OF TUKY&A. A MUNICIPAL CORPORATION AND, KING COUNTY, A MUNIalPAL CORPORATION RECORDED: OCTOBER 16, 2008 RECORDING NUMBER. 200810160,30204 REGARDING: ESTABLISHMENT OF EASEMENTS RELATED TO THE CONSTRUCTION OF A PEDESTRIAN BRIDGE AND APPURTENANT STRUCTURES CN/ OVER SAID PREMISES AND ADJOINING LAKDS; MAINTENANCE PROVISIONS RELATED THERETO 5. RESTRICTIVE COVENANT CONTAINED IN PARAGRAPH 12(l) OFF STATUTORY WARRANTYDEED: RECORDED: 'FEBRUARY 28, 1986 RECORDING NUMBER. 8602280399 GRANTEE SHALL USE THE PREM15ES FOR INDUSTRIAL USES INCLUDING, WITHOUT LIMITA-11ON, OFFICE, WAREHOUSE, LABORATORY, TESTING, RESEARCH, MANUFACTURING AND ASSEMBLY. MARITIME USES SHALL BE LIMITED TO TRANSPORTATION OF PASSENGERS, PRODUCTS AND SUPPLIES TO SERVICE THE FOREGOING USES BY GRANTEE ("INTENDED USE"), GRANTEE SHALL NOT USE THE PREMISES FOR ANY OTHER USE WITHOUT THE PRIOR CONSENT OF GRANTOR AND ITS SUCCESSOR." THE PORT OF SEATTLE HAS CONSENTED TO THE USE FOR AN AIR AND SPACE MUSEUM TOGETHER VATH ANY USE CONSISTENT WITH THE AIR AND SPACE MUSEUM PURPOSES AS DEFINED IN KING COUNTY ORDINANCE 744:4 BY LETTER DATED FEBRUARY 26, 2002, 6, COVENANTS, CONDITIONS AND RESTIZICTIONS CONTAINED IN INSTRUMENT, BUT OMITTING ANY COVENANTS OR RESTRICTIONS, IF ANY. BASED UPON RACE, COLOR, REUGION, SEX, SEXUAL ORIENTATION, FAMILIAL STATUS, MARITAL STATUS, DtSAW�LITY, HANDICAP, NATIONAL ORIGIN, ANCESTRY. OR SOURCE OF INCOME, AS SET FORTH IN APPUCABLE STATE OR FEDERAL LAINS, EXCEPT TO THE EXTENT THAT SAID COVENANT OR RESTRICTION IS PERMITTED BY APPUCABLE LAW: RECORDED- APRIL 11. 2002 RECORDING NUMBER. 20020411002576 7. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF.. BETWEEN- THE BOEING COMPANY AND- IFHE CITY OF SEATTLE, A MUNICIPAL CORPORATIOIN RECORDED: MARCH 22, 1,990 RECORDING NUMBER: 9003220207 REGARDING: CONNECTION OF PRIVATE SEWERS TO THE CITY SEWER SYSTEM AND PAYMENT OF FEES RELATED tHERETO 20. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF� BETWEEN: KING COUNTY MUSEUM OF FLIGHT AUTHORITY AND, STATE OF WASHINGTON, DEPARTMENT OF ECOLOGY RECORDED; AUGUST 12, 2008 RECORDING NUMBER: 20080812000429 REGARDING. ENVIRONMENTAL COVENANTS RELATED TO REMEDIAL ACTION CONDUCTED ON SAID PROPERTY AFFECTS; A SOUTHEASTERLY PORTION OF SAID PREMISES AEASEMENTS AND CONDMONS AS SHOWN ON CITY OF TUKWILA BINDING SITE IMPROVEMENT PLAN NO. LID-060, RECORDING NUMBER 20100928000240, FS"2-]EASEMENTS AND CONDITIONS AS SHOINN ON CITY OF TUKWILA BINDING SITE IMPROVEMENT PLAN NO. L1.1-019, RECORDING NUMBER 201 105040101579. CERTIFICATION: SURVEY IDENTIFICATION NO.-- 2014048.00 REGISTERED LAND SURVEYOR NO.. 45170 SURVEYOR'S ADDRESS & COMPANY: BUSH, ROEED & HiTCHINGS, INIC'. 2009 W41NOR AVENUE EAST SEATTLE, VIA 98102-3513 TELEPHONE: (206) 323-4144 OLIVER 0- ROBAR, PA-S. NO. 45170 DATE THE ABOVE CERMF CATE IS BASED UPON WORK PREPARED IN ACCORDANCE VPITH GENERALLY ACCEPTED PROFESSIONAL SURVEY PRACTICE. IhE MAKE NO OTHER WARRANTY, EITHER EXPRESSED OR iMPLIED. JOB NO. 2014G48.00 .. ...... -- ---- ------ SEE SHEET I FOR CONTINUATION I "iMV ch V'. X 0 1A X" N p- k- "VI V� x. > .. ... . . ..... UL�-W�Akkl) WIRE ON EELS [3 x 77 7--7 10' SEWER EASEMENT 8 Ox REC. NO. 20 — — — — — — — — — --- — — — --- — — — — — — — Lao -- — — — — — — — — — — — — ---- — — — - .......... . . . .... .............. . . . ...... ....... . .. .... ... ............. .................. ... ........... .. .. ........... ... .............. ......... . ..... ............... . . .......... — — — — — — — — — — — — — — — — — — - — — — — — — — — — — — — — — — 10' FIRE LINE EASEMENT 33 REC. NO. 201009270020 '7 EH HR i ox 0-7 p ... ... .... x -0 N GR INFORMATION PEDESTAL:- BOEING 737 j 0( L NFORMATION PEDESTAL.� BOEING 727 Si 10 DUCK BANK, POWER AND COMM, EASEMEN T REC. NO. 201OG927002031 A EHI- . . ....... W STORM DRAIN EASEMENT REC. NO. 20100927DO:;�O�2 zcdf p G) Lo t'l 'Ile 37, 0 ........ .... Cv P A INFORMAT10N PEDESTAL:- CONCORDE A -15RMA- 10' STORM DRAIN EASEMENT I F 110 N PEDEStAL' REC. NO. 20100927002032 47PROTOTYPE 9 DIREC C� 0 AIRP TORY (4)BLRD 7 X Af4k NO PAR N88*4947"W 191,78' FIRE L KING N LP v -V -7 IEKI d 20' FIRE LANE Ck 0 N h: K'7/ v- 51 INFORM I PEDESTAL. j % LQQKH D SUPER G 1XV �y 0 P V 17H V01 Lu V j 5', �""6`:�,�';�k� 11N A ZLIF� k7-1-\-77 X 1� Cw x.7 NL. V� 4 A 4 �,N 0, Vk PAN'Elti 13OX N I-SiORY BUILDING V 'k, �� N KING COUNTY MUSEUM OF FLIGHT No. 13LR v\ .4 r, V,; Xx 7 SECu)RI7Y BLRD 0 PHO�NE STORM DRAIN EASEMENT RIfC--NO -�,_2-0100 27002 2 r \jp! k, do 0. p'N %\ \'�ABLRD ,,511 SIC; r Q ZYN E Q F S'CLF 0-6'SW OF rL -lei V D, -lj-23 1 % LRD ko, Al f V % HANDICAPPED BLR& PARKING k- tt V k 14� 10' STORM DRAIN EASEMENT v 11 k- % FENCE 0,4'NW OF REC. NO. 20100927002-032 EA NE SEMEW UNC 10' FIRE LINE EASEMENT BLRD A ;k REC. NO. 20100927,002033 V�A 0 JV 8 LRD k O'BLIRD A -"j 'A� �- \ ? ", 1-� 11 1 ., 1% \% N, % I,:,- , "I I 1�1 I % G FENCE sl 10' STORM DRAIN EASEMENT EASE �Nl \REC. NO. 201,00927002032 n a., 'A' kk 10' STORM DRAIN EASEMENT REG. NO� 201G0927002032 11"0' STORM GRAIN EAS-q4ENT REC, NO,� 20100927GG203 n: < �w k,-" c, �O' 0 FOUND MONUMENTJN CASE-1 W/ 2Y PIPE W/ TACK F". DOM O�9' (04/2001) p 14� RECEIVED CITY OF TUKWILA IiAm n *nmr, L Q f. EGEN PERMIT CENTER 'N ADS PLAS11C PIPE FOUND MONUMENT IN, CASE (R) RECORD DATA AREA DRAIN A FIRE HYDRANT GRAVEL SURFACE ASPHALT (ASPH) BUILDING LINE FOCd FIBER OPTICS (BURfED) SID STORM DRAIN 0 BOLLARD G GAS MAIN CO CLEANOUT 'N OF) CATCH BASIN (CS) m GAS VALVE SIGN/STREET NAME SIGN CONCRETE SURFACE (CONC) >- GUY ANCHOR 0 IRRIGATION BOX TC/SL TRAFFIC CONTROL/ CW/BW CONCRETE/BRICK WALK IV m IRRIGATION VALVE STREET LIGHTING HANDHOLE IE INVERT ELEVATION TEMPORARY BENCHMARK (TSM) pp 0---0 LIGHT POLE (WOOD) + CC/XC CONCRETE/EXTRUDED CURB LIGHT POLE (ORNAMENTAL) TCd TELEPHONE CONDUIT (BURIED) CP/lp CONC./lRON PIPE I-SCAPE LANDSCAPE PLANTER TMH TELEPHONE MANHOLE CHAIN LINK FENCE (CLF) PIRO UTILITY POLE (WOOD) 20 10 20 H/C PARKING SPACE 0 MANHOLE w1v WATER VAULT 0 CON CONIFEROUS TREE I I OHPjT OVERHEAD PO'ASR/TELEPHONE w WATER MAIN Em ..... Em, DEC DECIDUOUS TREE P.S. PARKING SPACE wM WATER METER IN FEET DWY DRIVEWAY 'N ECd ELECTRICAL CONDUIT (BURIED) PAINTED UTILITY LGCA-flON m WATER VALVE I inch = 20 fL 9 CENTERLINE/MONUMENIT LINE POST -INDICATOR VALVE 0 WATER BLOWOFF VALVE EHH ELECTRICAL HANDHOLE PSS SANITARY SEWER (1) WATER GATE VALVE/ CHAMBER 9 ELECTRICAL JUNCTION BOX PEDESTRIAN PUSH BUTTON EV/ET ELECTRICAL VAULT/TRANSFORMER f�o (PPB) PEDESTAL C5 N PO x 0 'k- 0 0 0 V) 0 C3 zcl D (z) C3 L13 xw r7l Ld Lj < 0 0 > u) F- C,4 M F- 0 40 < (::) L'i CO N (n Cm m 0 < o 0 n n n-, — F-- 0 Lj— < z :D 0 0 0 Ljj LLJ p z D LLJ Lj > 0 C) 0 C0 drawn by checked by SCB OQR scale date 1 "=20' 2014/04 kDrawing No 9 Q I 0 0 V 0 1— W CD s C] cn 0 U U cn CD- 0 U 0 0 U 0 U) cn ¢ w r` N LO u7 O N N DESCRIPTION LIMITS OF WORK PROPERTY LINE EASEMENT LINE CATCH BASIN INSERT SEDIMENT CATCHMENT AREA STONE / SAND BAG ROCK CHECK DAM STRAW BALE FILTER FABRIC FENCE CENTERLINE OF SWALE TOP OF SLOPE SLOPE TOE OF SLOPE SEDIMENTATION BARRIER CENTERLINE FACE OF STRUCTURE ABOVE GRADE GRADE BREAK MAJOR CONTOUR SYMBOL GB LEGEND MINOR CONTOUR 9 PERFORATED STORM DRAIN --- 8" SD --- STORM DRAIN 8" SD FOUNDATION DRAIN 6" FD PERFORATED 6" PERF FD DROP CONNECTION AREA DRAIN CAPPED END CLEANOUT MANHOLE DEMOLITION LEGEND DESCRIPTION ITEM TO BE REMOVED ITEM TO REMAIN CAP UTILITY, SEE SITE DEMOLITION REMOVE EXISTING ASPHALT PAVEMENT REMOVE EXISTING CONCRETE WALK SYMBOL DESCRIPTION SANITARY SEWER LINE WATER LINE FIRE HYDRANT GATE VALVE POST INDICATOR VALVE REDUCER COORDINATE POINT SPOT ELEVATION EXISTING SPOT ELEVATION SPOT ELEVATION WITH COORDINATE CONCRETE APRON / WALK ASPHALT PAVEMENT TYPE 1 ASPHALT PAVEMENT TYPE 2 GRAVEL SURFACING CONCRETE SIDEWALK CONCRETE PAD SYMBOL 8" SS 8" W N 1,433,544.34 E 2,454,789.02 1,546.00 (11546.00) ABBREVIATIONS & AND E EAST, ELECTRICAL PC POINT OF CURVATURE AT EA EACH PCC POINT OF COMPOUND CURVATURE A DEFLECTION ANGLE EG EXISTING GRADE, EXISTING GROUND PED PEDESTRIAN ° DEGREE EJ EXPANSION JOINT PERF PERFORATED 0 DIAMETER EL ELEVATION PERP PERPENDICULAR # NUMBER ELEC ELECTRICAL PI POINT OF INTERSECTION EMBED EMBED (—DED, —MENT) PIV POST INDICATOR VALVE AASHTO AMERICAN ASSOCIATION ENGR ENGINEER PL PROPERTY LINE OF STATE HIGHWAY AND ES EACH SIDE PLC PLACE TRANSPORTATION OFFICIALS EQ EQUAL PLUMB PLUMBING ABAN ABANDON RD) EQUIP EQUIPMENT PPM PARTS PER MILLION AC ASBESTOS CEMENT, EW EACH WAY PRC POINT OF REVERSE CURVATURE ASPHALT CONCRETE EXIST EXISTING PROP PROPERTY ACI AMERICAN CONCRETE INSTITUTE EXP EXPANSION PSF POUNDS PER SQUARE FOOT AD AREA DRAIN EXT EXTERIOR PSI POUNDS PER SQUARE INCH ADDL ADDITIONAL PT POINT OF TANGENCY ADJ ADJACENT, F FIRE PVC POLYVINYL CHLORIDE ADJUST (—ED, —MENT, —ABLE) FD FLOOR DRAIN, FOUNDATION PVMT PAVEMENT AGGR AGGREGATE DRAIN ALT ALTERNATE, ALTERNATIVE FDC FIRE DEPARTMENT CONNECTION R RADIUS ANSI AMERICAN NATIONAL STANDARDS FDN FOUNDATION RCMD RECOMMEND (—ED) INSTITUTE FG FINISHED GRADE, FINISHED GROUND RD ROOF DRAIN APPD APPROVED FH FIRE HYDRANT RCP REINFORCED CONCRETE PIPE APPROX APPROXIMATE (—LY) FIN FINISH (—ED) RED REDUCER APWA AMERICAN PUBLIC WORKS FL FLANGE, FLOOR, FLOWLINE REF REFER (—ENCE) ASSOCIATION FM FORCE MAIN REINF REINFORCE (—D, —MENT), ARCH ARCHITECT (—URAL) FT FOOT, FEET REINFORCING ASPH ASPHALT FTG FOOTING REQD REQUIRED ASSY ASSEMBLY RET RETAINING ASTM AMERICAN SOCIETY FOR TESTING G GAS, GUTTER REV REVISION AND MATERIALS GA GAGE, GAUGE RIM RIM ELEVATION ATB ASPHALT TREATED BASE GAL GALLON RJ RESTRAINED JOINT AWWA AMERICAN WATER WORKS GALV GALVANIZE (—D) ROW RIGHT—OF—WAY ASSOCIATION GB GRADE BREAK RT RIGHT GEN GENERAL RW RETAINING WALL BLDG BUILDING GPM GALLONS PER MINUTE BLK BLOCKING GV GATE VALVE S SLOPE, SOUTH BM BEAM, BENCH MARK SCHED SCHEDULE BOL BOLLARD H HORIZONTAL SCL SEATTLE CITY LIGHT BOT BOTTOM HDPE HIGH DENSITY POLYETHYLENE SD STORM DRAIN BOW BOTTOM OF WALL HGL HYDRAULIC GRADE LINE SDMH STORM DRAIN MANHOLE BRG BEARING HH HANDHOLD SE SOUTHEAST BSMT BASEMENT HORIZ HORIZONTAL SECT SECTION BTWN BETWEEN HP HIGH POINT SED SEDIMENTATION HT HEIGHT SF SQUARE FEET CMG CURB AND GUTTER HTB HORIZONTAL THRUST BLOCK SHT SHEET CANT CANTILEVER HYD HYDRANT SIM SIMILAR CB CATCH BASIN SOG SLAB ON GRADE CC CENTER TO CENTER ID INSIDE DIAMETER SPC SPACE CDF CONTROLLED DENSITY FILL IE INVERT ELEVATION SPEC SPECIFICATION CFR CODE OF FEDERAL REGULATIONS INCL INCLUDE (—D), INCLUDING SS SANITARY SEWER CFS CUBIC FEET PER SECOND INFO INFORMATION SSMH SANITARY SEWER MANHOLE CI CAST IRON INT INTERIOR, INTERSECTION, ST STREET CIP CAST —IN —PLACE INTERMITTENT STA STATION CJ CONSTRUCTION JOINT INV INVERT STD STANDARD CL CENTERLINE IRR IRRIGATION STL STEEL CLR CLEAR (—ANCE) STRUC STRUCTURAL, STRUCTURE CMP CORRUGATED METAL PIPE JT JOINT SW SOUTHWEST CNR CORNER SYM SYMMETRICAL CO CLEAN OUT LARCH LANDSCAPE ARCHITECT (—URAL) COL COLUMN LAT LATERAL T TANGENT COMB COMBINATION LB POUND TB THRUST BLOCK COMM COMMUNICATION LF LINEAL FEET TC TOP OF CURB CONC CONCRETE LOC LOCATE (—D), LOCATION TD TRENCH DRAIN COND CONDUIT, CONDITION LP LOW POINT TE TOP ELEVATION, TRASH ENCLOSURE CONN CONNECT (—ION) LT LEFT TEL TELEPHONE CONST CONSTRUCTION TEMP TEMPORARY CONT CONTINUATION, CONTINUE, MATL MATERIAL TESC TEMPORARY EROSION AND CONTINUOUS MAX MAXIMUM SEDIMENTATION CONTROL CONTR CONTRACTOR MECH MECHANICAL TOC TOP OF CONCRETE COORD COORDINATE, COORDINATION MFR MANUFACTURER TOF TOP OF FOOTING CORP CORPORATION MH MANHOLE TOW TOP OF WALL COT CITY OF TUKWILA MIC MONUMENT IN CASE TRANS TRANSFORMER CTB CEMENT TREATED BASE MIN MINIMUM TYP TYPICAL CTR CENTER MISC MISCELLANEOUS CU CUBIC MJ MECHANICAL JOINT UD UNDER DRAIN CULV CULVERT ML MATCHLINE UNO UNLESS NOTED OTHERWISE CV CHECK VALVE MON MONUMENT UTIL UTILITY MSE MECHANICALLY STABILIZED UV ULTRAVIOLET DEG DEGREE EARTH DEMO DEMOLISH, DEMOLITION MUTCD MANUAL _ON UNIFORM TRAFFIC V VERTICAL DEPT DEPARTMENT CONTROL DEVICES VAC VACUUM DET DETAIL VC VERTICAL CURVE DETN DETENTION N NORTH VDM VERTICAL DRAINAGE MATERIAL DI DUCTILE IRON NE NORTHEAST VERT VERTICAL DIA DIAMETER NIC NOT IN CONTRACT VOL VOLUME DIAG DIAGONAL NO. NUMBER DICA DRILLED —IN CONCRETE ANCHOR NOM NOMINAL W WATER, WEST DIM DIMENSION NTS NOT TO SCALE W/ WITH DIR DIRECTION NW NORTHWEST WAC WASHINGTON ADMINISTRATIVE CODE DR DIRECTOR'S RULE WP WORK POINT DS DOWNSPOUT OC ON CENTER WPJ WEAKENED PLANE JOINT DWG DRAWING OD OUTSIDE DIAMETER WS WATER SUFRACE DWL DOWEL OPNG OPENING WSDOT WASHINGTON DEPARTMENT OF DW DRIVEWAY OPP OPPOSITE (HAND) TRANSPORTATION OPT OPTION (—AL) WT WEIGHT ORIG ORIGINAL WWF WELDED WIRE FABRIC OWS OIL/WATER SEPARATOR YR YEAR DRAWING LIST C001 GENERAL NOTES, LEGEND, ABBREVIATIONS AND DRAWING LIST C002 NOTES C003 NOTES C100 OVERALL KEY PLAN C201 TEMPORARY EROSION AND SEDIMENT CONTROL — AREA A C202 TEMPORARY EROSION AND SEDIMENT CONTROL — AREA B C203 TEMPORARY EROSION AND SEDIMENT CONTROL — AREA C C301 SITE DEMOLITION PLAN — AREA A C302 SITE DEMOLITION PLAN — AREA B C303 SITE DEMOLITION PLAN — AREA C C401 SITE AND PAVING PLAN — AREA A C402 SITE AND PAVING PLAN — AREA B C403 SITE AND PAVING PLAN — AREA C C501 GRADING PLAN — AREA A C502 GRADING PLAN — AREA B C503 GRADING PLAN — AREA C C601 UTILITY PLAN — AREA A C602 UTILITY PLAN — AREA B C603 UTILITY PLAN — AREA C C701 FOUNDATION DRAIN PLAN C801 SECTIONS AND DETAILS C802 SECTIONS AND DETAILS C803 SECTIONS AND DETAILS GENERAL NOTES 1. EXISTING CONDITIONS INFORMATION IS FROM A SURVEY BY BUSH, ROED AND HITCHINGS, TITLED "BOUNDARY 1 LIMITED TOPOGRAPHIC SURVEY, MUSEUM OF FLIGHT / BOEING FACILITY", DATED NOVEMBER 2014. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES. 2. THE HORIZONTAL DATUM IS NAD 27. 3. THE VERTICAL DATUM IS NAVD 88. 4. THE LIMITS OF WORK INDICATED ON THE CIVIL DRAWINGS APPLY TO THE SITE AND UTILITY WORK AS SHOWN ON THE CIVIL DRAWINGS. THERE MAY BE WORK OUTSIDE OF THE LIMITS OF WORK INDICATED BY OTHER DISCIPLINES OR TRADES. 5. NO WORK SHALL BE DONE OUTSIDE THE LIMITS OF WORK UNLESS INDICATED, WITHOUT THE ARCHITECT'S APPROVAL. ANY WORK DONE IN AREA ADJACENT TO THE LIMITS OF WORK SHALL BE CARRIED OUT ON THE PROJECT SIDE ONLY. 6. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER (1-800-424-5555) PRIOR TO EXCAVATING. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE SERVICES OF A PROFESSIONAL UNDERGROUND UTILITY LOCATION SERVICE TO LOCATE AND MAINTAIN MARKINGS THAT INDICATE UNDERGROUND UTILITIES IN THE CONSTRUCTION AREA. 7. THE CONTRACTOR SHALL HAVE THE PERMITS) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF THE CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT JOB SITE. 8. EARTHWORK SHALL BE IN ACCORDANCE WITH THE PROJECT GEOTECHNICAL REPORT TITLED "GEOTECHNICAL ENGINEERING SERVICES, MUSEUM OF FLIGHT COVERED AIRPARK", DATED NOVEMEBER 17 2014 BY GEOENGINEERS, 8410 154TH AVENUE NE, REDMOND, WA, (425) 861-6000. REWEWED FOR ,CODE COMPLIANCE APPROVED Y JUN 0 4 2015 City of Tuk ila [BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER Z O U ry V) Z O U M" O H I— O Z SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEM.ENCIC ASSOCIATES .. .. '.?F:'.e ';.: L:.: is ;;,, �:��•.F,: ;, � 26505 �Q w� Building Permit Drawing Title GENERAL NOTES, LEGEND, ABBREVIATIONS AND DRAWING LIST Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26115 Project No 214012 Consultant Project No Owner Project No Drawing No — 7 p I 3 N 0 0 U N O / cn CD Cn 0 U U U) CL E 0 U a> 0 / 0 U / 0 cn / Q 3 w M Cl- 00 N LO LO 0 N N \ TEMPORARY EROSION AND SEDIMENT CONTROL NOTES 1. THE TEMPORARY EROSION AND SEDIMENT CONTROL (TESC) PLAN SHALL BE IMPLEMENTED PRIOR TO ANY LAND -DISTURBING ACTIVITY ON THE CONSTRUCTION SITE. 2. THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF DIRT FROM ALL VEHICLES LEAVING THE SITE. ACTIONS MUST BE TAKEN TO MINIMIZE THE TRACKING OF MUD AND SOIL FROM CONSTRUCTION AREAS ONTO PUBLIC ROADWAYS. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING ADJACENT ROADWAYS FREE OF DIRT. SOIL TRACKED ONTO THE ROADWAY SHALL BE REMOVED DAILY. 3. ANY SOIL STOCKPILES SHALL BE LOCATED AWAY FROM SWALES AND CATCH BASINS. STOCKPILES SHALL BE MULCHED, AND ADEQUATELY CONTAINED THROUGH THE USE OF COMPOST FILTER SOCKS. 4. SEDIMENT -LADEN GROUNDWATER ENCOUNTERED DURING TRENCHING, BORING, DRILLING OR OTHER EXCAVATION ACTIVITIES SHALL BE PUMPED TO A SEDIMENT TRAPPING DEVICE PRIOR TO BEING DISCHARGED INTO A SWALE OR CATCH BASIN. 5. MITIGATION MEASURES SUCH AS DUST SUPPRESSION TECHNIQUES SHOULD BE IN PLACE DURING DEMOLITION AND CONSTRUCTION EVENTS TO MINIMIZE THE TRACKING AND BROADCASTING OF FUGITIVE PARTICULATE EMISSIONS ONTO PUBLIC ROADWAYS AND ACROSS PROPERTY LINES. 6. AT THE CONTRACTOR'S OPTION ALTERNATE METHODS OF TREATMENT OF CONSTRUCTION STORMWATER RUNOFF MAY BE PROPOSED FOR USE FOR TEMPORARY SEDIMENTATION. THE PROPOSED ALTERNATE METHODS MUST MEET THE EFFLUENTQUALITY REQUIRED BY THE STATE OF WASHINGTON WATER QUALITY STANDARDS FOR SURFACE WATERS. THE CONTRACTOR SHALL SUBMIT THE ALTERNATE METHODS FOR REVIEW AND APPROVAL BY THE OWNERS REPRESENTATIVE PRIOR TO BEGINNING WORK. SEE NOTE 19. 7. ALL DISCHARGES FROM ANY ACTIVE DEWATERING SYSTEM SHALL BE TREATED PRIOR TO LEAVING THE PROJECT SITE BY DIRECTING WATER TO THE SEDIMENT TRAPPING DEVICES AND MEET THE EFFLUENT QUALITY REQUIRED BY THE STATE OF WASHINGTON WATER QUALITY STANDARDS FOR SURFACE WATERS. SEE NOTE 19. 8. AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE, THE EROSION CONTROL FACILIITIES SHALL BE MAINTAINED AND/OR ALTERED AS REQUIRED TO ENSURE CONTINUING EROSION AND SEDIMENTATION CONTROL. 9. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT AND ADDITIONS TO THE EROSION AND SEDIMENTATION CONTROL SYSTEMS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY DOWNSTREAM DAMAGE DUE TO THE FAILURE BY THE CONTRACTOR TO FULFILL THESE REQUIREMENTS WILL BE THE CONTRACTOR'S LIABILITY. 10. THE TEMPORARY EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THESE DRAWINGS ARE INTENDED TO BE MINIMUM REQUIREMENTS. ADDITIONAL FACILITIES SHALL BE INSTALLED AS NECESSARY AND MAINTAINED BY THE CONTRACTOR TO PREVENT SEDIMENTATION OUTSIDE THE LIMITS OF WORK. 11. THE TEMPORARY EROSION CONTROL MEASURES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION FOR THE DURATION OF THE CONTRACT OR UNTIL DIRECTED BY THE OWNER'S REPRESENTATIVE. 12. THE CONTRACTOR SHALL KEEP THE CONSTRUCTION SITE AND ADJACENT AREAS CLEAN AT ALL TIMES BY SWEEPING. WASHDOWN WITH WATER WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 13. THE CONTRACTOR SHALL PLACE CATCH BASIN INSERTS AT ALL CATCH BASINS WITHIN THE LIMITS OF WORK, INLCUDING THOSE SCHEDULED FOR DEMOLITION PRIOR TO THEIR REMOVAL. CATCH BASIN INSERTS SHALL ALSO BE PLACED WHERE SPECIFIED IN ACCORDANCE WITH SECTION 015713. THERE MAY BE CATCH BASIN INSERTS REQUIRED OUTSIDE OF LIMITS OF WORK INDICATED. CATCH BASIN INSERTS SHALL BE INSTALLED IN ACCORDANCE WITH 1 C002 C801 14. THE CONTRACTOR SHALL PROTECT ALL UTILITY ACCESS POINTS THAT DO NOT RECEIVE CATCH BASIN INSERTS SUCH AS MANHOLE COVERS, VAULT COVERS AND GRATES FROM COLLECTING ANY STORMWATER DURING CONSTRUCTION. PLACE IMPERVIOUS SHEETING AROUND ACCESS POINTS TO PREVENT STORMWATER COLLECTION. 15. EXCAVATION FOR REMOVAL OF EXISTING STRUCTURES AND INSTALLATION OF NEW STRUCTURES, UTILITIES AND EMBANKMENTS SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT BY GEOENGINEERS. THE CONTRACTOR SHALL COMPLY WITH THE STUDY RECOMMENDATIONS FOR TEMPORARY CONSTRUCTION SLOPES AND SHALL NOT EXCEED THOSE SLOPES WITHOUT PRIOR APPROVAL OF THE GEOTECHNICAL ENGINEER. 16. ALL TEMPORARY CONSTRUCTION SLOPES GREATER THAT 2:1 AND GREATER THAN 4 FEET IN HEIGHT SHALL BE COVERED WITH POLYETHYLENE SHEETING. 17. NO EXISTING ROOF DRAINS OR DOWNSPOUTS SHALL DISCHARGE DIRECTLY TO THE GROUND SURFACE. BOTH TEMPORARY AND PERMENANT ROOF DRAINS AND DOWNSPOUTS SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM AT ALL TIMES. 18. STABILIZE ALL SOILS, INCLUDING STOCKPILES THAT ARE TEMPORARILY EXPOSED.FROM OCTOBER 1 TO APRIL 30 NO SOILS SHALL REMAIN UNSTABILIZED FOR MORETHAN TWO DAYS. FROM MAY 1 TO SEPTEMBER 30 NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN SEVEN DAYS. 19. ALL CONSTRUCTION STORMWATER DISCHARGE FROM THE SITE SHALL MEET THE REQUIREMENTS OF THE STATE OF WASHINGTON WATER QUALITY STANDARDS FOR SURFACE WATERS (CHAPTER 173-201A WASHINGTON ADMINISTRATIVE CODE) FOR TURBIDITY, pH AND PETROLEUM PRODUCTS. CONSTRUCTION STORMWATER DISCHARGE TURBIDITY FROM THE SITE SHALL NOT EXCEED 5 NEPHLOMETRIC TURBIDITY UNITS (NTU) OVER BACKGROUND TURBIDITY WHEN THE BACKGROUND TURBIDITY IS 50 NTU OR LESS, OR HAVE MORE THAN A 10 PERCENT INCREASE IN TURBIDITY WHEN THE BACKGROUND TURBIDITY IS MORE THAN 50 NTU. THE pH OF THE CONSTRUCTION STORMWATER DISCHARGE SHALL BE WITHIN THE RANGE OF 6.5 TO 8.5 WITH A HUMAN -CAUSED VARIATION WITHIN A RANGE OF LESS THAN 0.2 UNITS. CONSTRUCTION STORMWATER DISCHARGES SHALL BE PROHIBITED IF THERE IS A VISIBLE SHEEN FROM PETROLEUM PRODUCTS. SITE DEMOLITION NOTES 1. EXCAVATION FOR REMOVAL OF UTILITIES AND STRUCTURES SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT BY GEOENGINEERS. THE CONTRACTOR SHALL COMPLY WITH THE STUDY RECOMMENDATIONS FOR TEMPORARY CONSTRUCTION SLOPES AND SHALL NOT EXCEED THOSE SLOPES WITHOUT PRIOR APPROVAL OF THE GEOTECHNICAL ENGINEER. 2. CONTRACTOR SHALL VERIFY THAT ALL TELEPHONE AND COMMUNICATIONS WIRES AND CONDUCTORS HAVE BEEN DECOMMISSIONED PRIOR TO REMOVAL OF COMMUNICATIONS AND TELEPHONE DUCTBANK CONDUIT AND VAULTS. DEMOLITION FOR SPECIFIC COMMUNITCATONS ITEMS INDICATED ON THE SITE DEMOLITION PLANS SHALL BE VERIFIED WITH THE COMMUNICATIONS DEMOLITION PLANS. REMOVAL OF COMMUNICATIONS DUCTBANK, CONDUITS AND VAULTS SHALL FOLLOW PULLING OF CABLE AND CONDUCTORS AS SHOWN ON THE ELECTRICAL DRAWINGS. 3. CLEAR AND GRUB ALL LANDSCAPED AND NON -PAVED AREAS WHERE NEW GRADING OR CONSTRUCTION WORK IS INDICATED WITHIN THE LIMITS OF WORK. 4. THE CONTRACTOR SHALL PROVIDE, ERECT AND MAINTAIN ALL TEMPORARY BARRIERS, BARRICADES AND SECURITY DEVICES AS REQUIRED FOR THE PROTECTION OF PEDESTRIANS AND VEHICLES. 5. DEMOLITION ASSOCIATED WITH ELECTRICAL LINES AND APPURTENANCES SHALL BE COORDINATED WITH THE ELECTRICAL DRAWINGS. DEMOLITION FOR SPECIFIC ELECTRICAL ITEMS INDICATED ON THE SITE DEMOLITION PLANS SHALL BE VERIFIED WITH THE ELECTRICAL DEMOLITION PLANS AND NOT BE CARRIED OUT UNTIL POWER SOURCES TO THE ITEMS INDICATED FOR REMOVAL HAVE BEEN MADE SAFE. REMOVAL OF ELECTRICAL DUCTBANK, CONDUITS AND VAULTS SHALL FOLLOW PULLING OF CABLE AND CONDUCTORS AS SHOWN ON THE ELECTRICAL DRAWINGS. 6. REMOVE EXISTING CONCRETE WALK, PAVEMENT OR PAD TO FULL DEPTH. WHERE EXISITNG PAVEMENT ELEVATIONS ARE BELOW THE DESIGN SUBGRADE ELEVATIONS OF PROPOSED WALKS, PAVEMENT OR BUILDING SLAB ON GRADE THE EXISTING SURFACING MAY BE LEFT IN PLACE. BREAK EXISITNG SURFACING IN TO PIECES NOT EXCEEDING 18 INCHES IN SIZE. ALTERNATELY EXISTING SURFACING THAT IS REMOVED MAY BE USED IN STRUCTURAL FILL. SURFACING USED IN STRUCTURAL FILL SHALL BE BROKEN IN PIECE SMALLER THAN 6 INCHES IN DIMENSION. 7. REMOVE EXISTING ASPHALT CONCRETE PAVEMENT TO FULL DEPTH. WHERE EXISITNG PAVEMENT ELEVATIONS ARE BELOW THE DESIGN SUBGRADE ELEVATIONS OF PROPOSED WALKS, PAVEMENT OR BUILDING SLAB ON GRADE THE EXISTING SURFACING MAY BE LEFT IN PLACE. BREAK EXISITNG SURFACING IN TO PIECES NOT EXCEEDING 18 INCHES IN SIZE. ALTERNATELY EXISTING SURFACING THAT IS REMOVED MAY BE USED IN STRUCTURAL FILL. SURFACING USED IN STRUCTURAL FILL SHALL BE BROKEN IN PIECE SMALLER THAN 6 INCHES IN DIMENSION. 8. WHERE MULTIPLE RECORD UTILITIES ARE INDICATED, ONLY ONE LOCATION HAS BEEN NOTED FOR DEMOLITION. THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF THE RECORD UTILITY PRIOR TO ANY DEMOLITION. 9. PROTECT ALL EXISTING UTILITIES INDICATED TO REMAIN FROM DAMAGE AT ALL TIMES DURING CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AS REQUIRED TO ENSURE ADEQUATE PROTECTION OF UTILITIES TO REMAIN AND THEIR APPURTENANCES. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF DEMOLITION OPERATIONS AND NOTIFY THE OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PROTECT ALL EXISTING STRUCTURES AND FOUNDATIONS TO REMAIN WITHIN THE LIMITS OF WORK DURING CONSTRUCTION. CONTRACTOR SHALL PROVIDE SHORING AS REQUIRED IN ORDER TO NOT IMPACT EXISTING STRUCTURES, FOUNDATIONS AND RETAINING WALLS. 11. ABANDONMENT OF UTILITY PIPELINES 12 INCHES IN DIAMETER AND LARGER SHALL BE BY CAPPING OR PLUGGING THE PIPE ENDS AND PUMPING GROUT FILL MATERIAL INTO THE INTERIOR OF THE PIPELINE USING EQUIPMENT AND MONITORING DEVICES SUFFICIENT TO DETERMINE THE EFFECTIVENESS OF THE GROUTING OPERATION AND TO ENSURE THAT THE PIPELINE IS COMPLETELY FILLED WITH THE GROUT MATERIAL. THE UTILITY TO BE ABANDONED SHALL FIRST BE CLEARED OF DEBRIS AND DEWATERED TO ENSURE PROPER SETTING OF THE GROUT. THE CONTRACTOR SHALL ESTABLISH AND SUBMIT FOR REVIEW THE GROUT MIXES, EQUIPMENT AND METHODS PROPOSED TO BE USED FOR PLACEMENT OF THE GROUT AND MONITORING OF THE GROUTING OPERATION. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 100 PSI. 12. ABANDONMENT OF UTILITY PIPING SMALLER THAN 12 INCHES IN DIAMETER SHALL REQUIRE CAPPING OR PLUGGING OF THE PIPE ENDS ONLY, UNLESS NOTED OTHERWISE. 13. SEE LANDSCAPE DRAWINGS FOR IRRIGATION DEMOLITION. SITE AND PAVING NOTES 1. ALL DIMENSIONS ARE TO FACE OF CURB OR BUILDING GRADE BEAM/SLAB EDGE, UNLESS NOTED OTHERWISE. 2. APPLY A BITUMINOUS TACK COAT AT ALL LOCATIONS WHERE ASPHALT PAVEMENT ABUTS ANY BUILDING STRUCTURE, UTILITY APPURTENANCE OR OTHER PAVEMENT TYPE. 3. PROVIDE AN EXPANSION JOINT AT ALL LOCATIONS WHERE CONCRETE WALK ABUTS STRUCTURAL FOUNDATION, WALL, AND FIXED OBJECTS. PROVIDE EXPANSION JOINTS AT UTILITY STRUCTURES AND UTILITY ACCESS COVERS. 4. CONCRETE FOR EXTERIOR SITE FACILITIES, INCLUDING BUT NOT LIMITED TO CURBS, SIDEWALKS, PADS, THRUST BLOCKING, FENCE POST AND BOLLARD FOUNDATIONS, RAMPS, AND UTILITY STRUCTURES SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 033000, "CASTAN-PLACE CONCRETE" AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.45 AND CONCRETE SHALL HAVE 5 PLUS OR MINUS 0.5 PERCENT AIR ENTRAINMENT. SEE STRUCTURAL GENERAL NOTES ON SHEETS S-003, S-004 AND S-005 FOR ADDITIONAL INFORMATION. jEVrEWED FOR CODE COMPLIANCE; APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION GRADING NOTES 1. ALL SPOT ELEVATIONS ARE TO TOP OF PAVEMENT, GUTTER ELEVATION OR FINISH GRADE, UNLESS NOTED OTHERWISE. 2. ADJUST ALL UTILITY ACCESS COVERS FOR UTILITIES TO REMAIN TO FINISH GRADE. STORM DRAIN NOTES 1. COORDINATE POINTS SHOWN FOR ALL CATCH BASINS AND AREA DRAINS ARE TO THE CENTER OF THE STRUCTURE, UNLESS NOTED OTHERWISE. 2. UNLESS NOTED OTHERWISE, THE CONTRACTOR MAY USE ANY COMBINATION OF PREFABRICATED FITTINGS (TEES, BENDS AND WYES) AT LOCATIONS WHERE STORM DRAIN CONNECTIONS POINTS OF INTERSECTION (PI) ARE INDICATED. PREFABRICATED FITTINGS MAY BE ADJUSTED AS REQUIRED TO MAINTAIN POSITIVE SLOPE AND DRAINAGE. WHERE SPECIFICALLY INDICATED THE CONTRACTOR SHALL PROVIDE THE FITTINGS AS SHOWN. 3. ALL DIMENSIONS FOR STORM DRAIN TRENCHING, BEDDING AND BACKFILL SHALL CONFORM TO STANDARD DETAIL DS-14A OF THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. SEE SPECIFICATION SECTION 310000 FOR BEDDING AND BACKFILL MATERIAL. 4. ALL STORM DRAIN PIPING IS HDPE, UNLESS NOTED OTHERWISE. 5. ALL STORM DRAIN MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 6. ALL STORM DRAIN MANHOLES ARE 48 INCH DIAMETER, UNLESS NOTED OTHERWISE. FOUNDATION DRAIN NOTES 1. ALL FOUNDATION DRAINAGE CLEANOUTS SHALL BE AS INDICATED WITH LIDS MARKED "FD". 2. SEE THE STRUCTURAL DRAWINGS FOR BUILDING FOUNDATION LOCATIONS AND SIZES. 3. FOUNDATION DRAINS SHALL BE SLOPED IN THE DIRECTION INDICATED WITH A MINIMUM SLOPE OF 0.20 PERCENT, UNLESS NOTED OTHERWISE. 4. UNLESS NOTED OTHERWISE, THE CONTRACTOR MAY USE ANY COMBINATION OF PREFABRICATED FITTINGS (TEES, BENDS AND WYES) FOR INSTALLATION OF THE FOUNDATION AND UNDERSLAB DRAINS. PREFABRICATED FITTINGS MAY BE ADJUSTED AS REQUIRED TO MAINTAIN POSITIVE SLOPE AND DRAINAGE. WHERE SPECIFICALLY INDICATED THE CONTRACTOR SHALL PROVIDE THE FITTINGS AS SHOWN. 5. NO FOUNDATION DRAIN PIPING SHALL PASS THROUGH A BUILDING FOUNDATION OR FOUNDATION WALL WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. WATER NOTES 1. ALL WATER LINES SHALL HAVE A MINIMUM OF 36 INCHES OF COVER OVER THE TOP OF PIPE. 2. HORIZONTAL THRUST BLOCKING SHALL CONFORM TO STANDARD DETAIL WS-12A OF THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 3. VERTICAL THRUST BLOCKING SHALL CONFORM TO STANDARD DETAIL WS-12B OF THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 4. ALL DIMENSIONS FOR WATER LINE TRENCHING, BEDDING AND BACKFILL SHALL CONFORM TO STANDARD DETAIL WS-18 OF THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. SEE SPECIFICATION SECTION 310000 FOR BEDDING AND BACKFILL MATERIAL. 5. FIELD VERIFY EXISTING PIPE BENDS FITTINGS PRIOR TO BEGINNING WORK. ADJUST THRUST BLOCKING AS REQUIRED BEAR AGAINST STRUCTURAL GRADE BEAM. 6. MAINTAIN A MINIMUM OF 12 INCHES CLEAR AT CROSSINGS WITH UTILITIES OTHER THAN SANITARY SEWER LINES. WATER LINE SHALL PASS UNDER THE OTHER UTILITY IF THE MINIMUM SPECIFIED COVER CANNOT BE OBTAINED. MAINTAIN A MINIMUM OF 18 INCHES CLEAR BETWEEN CROSSINGS OF WATER LINE AND SANITARY SEWER LINES. WATER LINES SHALL CROSS ABOVE SANITARY SEWER LINES. 7. PROVIDE HORIZONTAL AND VERTICAL BENDS WHERE INDICATED. WHERE A POINT OF INTERSECTION (HORIZONTAL OR VERTICAL)IS SHOWN AND THE DEFLECTION ANGLE IS MORE OR LESS THAN A STANDARD BEND, USE A COMBINATION OF THE STANDARD BEND AND JOINT DEFLECTION OF THE PIPE TO MEET THE ALIGNMENT SHOWN. MAXIMUM JOINT DEFLECTION IS 3 DEGREES OR THE MAXIMUM THAT IS RECOMMENDED BY THE PIPE MANUFACTURER, WHICHEVER IS SMALLER. 8. ALL WATER LINE 4 INCH AND LARGER SHALL BE DUCTILE IRON. ALL 2 INCH WATER LINE SHALL BE COPPER. 9. PROVIDE VALVE BOXES FOR ALL NEW GATE VALVES. PROVIDE OPERATING NUT EXTENSIONSWHEN THE VALVE NUT IS MORE THAN 5 FEET BELOW FINISHED GRADE. OPERATING NUTEXTENSIONS SHALL CONFORM TO STANDARD DETAIL WS-06 OF THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. RECEIVED CITY OF TUKWILA JAN 2 6 2015 SANITARY SEWER NOTES PERMIT CENTER 1. COORDINATE POINTS AND ELEVATIONS SHOWN FOR ALL MANHOLES ARE TO THE CENTER OF THE MANHOLE, UNLESS NOTED OTHERWISE. 2. ALL MANHOLES ARE 48 INCH DIAMETER, UNLESS NOTED OTHERWISE. 3. ALL DIMENSIONS FOR SANITARY SEWER TRENCHING, BEDDING AND BACKFILL SHALL CONFORM TO STANDARD SHEET NUMBER DS-14A OF THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. SEE SPECIFICATION SECTION 31000U FOR BEDDING AND BACKFILL MATERIAL. 4. RIM ELEVATION FOR ALL CLEANOUT RING AND COVER SHALL MATCH FINISH GRADE. Z O Z O U ce O H O Z SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES • O�L� S�G26 I S'I'BR�� / IpNAL ��. S Building Permit Drawing Title NOTES Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1126/15 Project No 214012 Consultant Project No Owner Project No Drawing No I 3 O 0 U I`n 0 / cn a2 i� a� a� L / 0 U U Cn E 0 U cn LL 0 C3 0 U / 0 W cn / a 3 w 00 N Lid LO N N 1. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1-800-424-5555) FOR UTILITY LOCATIONS. CONTACTS: 1. PROJECT MANAGER: SENECA GROUP, 206-628-3150. 2. DESIGN ENGINEER: MAGNUSSON KLEMENCIC ASSOCIATES, 206-292-1200 3. OWNER: MUSEUM OF FLIGHT, 206-764-5720. GENERAL 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179 AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS ( 1 WORKING DAY) IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMITS) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. CITY OF TUKWILA NOTES GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES. ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS. ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. PLACE POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES S IN A TRENCH WITH A 5'MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. WORK IN RIGHT-OF-WAY 1. WHEN ACTIVITY IS UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11.08.140 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND THE RIGHT-OF-WAY IS RESTORED. TMC 11.08.170.A. 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIRE FIGHTING EQUIPMENT. TMC 11.08.180. 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 11.08.220.D. 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 8. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMC 11.08.210. 9. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. TMC 11.08.220. 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE. TMC 11.08.220. 11. ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. PAVEMENT RESTORATION 1. 1. COMPACT BACKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BACKFILL TO MEET CITY STANDARDS. 2. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILLING OR WHEN CONCRETE IS CURED. A. EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT • ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 7 CALENDAR DAYS B. FOR WORK PREVENTED DUE TO WEATHER: • PROVIDE A TEMPORARY PATCH. • PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE. STORM DRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH 'DUMP NO WASTE" AND EITHER 'DRAINS TO STREAMS", 'DRAINS TO WETLANDS", OR `DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. 4. SINGLE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DOWNSPOUT INFILTRATION SHOWN ON THE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5-FOOT 2"X4"STAKE, BURIED 4-FEET AND LABELED "STORM' OR 'DRAIN". SANITARY SEWER NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED. 2. THE CONTRACTOR SHALL MARK THE END OF THE SIDE SEWER, INSIDE THE PROPERTY LINE, WITH A 4 FOOT PRESSURE TREATED 2x4, BURIED IN THE GROUND 4 FEET. THE BURIED END SHALL HAVE A 2x4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED 1-FOOT SHALL BE PAINTED TRAFFIC YELLOW AND THE DEPTH TO THE SIDE SEWER OR TEE SHALL BE INDICATED IN BLACK PAINT. 3. INSTALL SANITARY SEWER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEAST 18 INCHES BELOW THE BOTTOM OF A WATER LINE. P WATER SUPPLY NOTES 1. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS, WATER SERVICE LINES, AND METERS. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, CLEANED, OR REPAIRED WATER MAINS. 4. INSTALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT OF MAIN. 6. INSTALL FIRE HYDRANT ASSEMBLY SO IT STANDS PLUMB AND SO THAT THE LOWEST OUTLET IS AT 18" ABOVE THE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 36" AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. 7. THE INSTALLER OF A FIRE LINE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY. IF THE INSTALLER IS DIFFERENT FROM THE BACKFLOW PREVENTION DESIGNER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE, AND DATE. 8. INSTALL WATER MAINS CROSSING SEWER LINES SO THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE SO THAT ITS MIDPOINT IS ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. 9. INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 18 INCHES ABOVE THE TOP OF A SEWER. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 s Oily of Tukwila BUILDING DIVISION RECEIVED U CITY OF TUKWILA U JAN 2 6 2015 PERMIT CENTER Z O U O I- O --Z SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES a z } u`rIONAL Building Permit Drawing Title NOTES Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26115 Project No 214012 Consultant Project No Owner Project No Drawing No /-REMOVE EXIST BEND & REPLACE W/ TEE AND GATE VALVE 2" 450 BEND 2" 450 BEND 2 W 211 W .......... ---------------------- ------- .......... ............ ......... ........ ........................................................................... ........ .. .. ... ..... ......... . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - W, ............... .......... "j- Z ORDINARY HIGH 7 WATER LINE SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 9731700 SRGPARTNERSHIP.COM rab MAGNUSSON KLEMENCIC ASSOCIATES j1V L Building Permit Drawing Title OVERALL KEY PLAN Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1126/15 Project No 214012 Consultant Project No Owner Project No Drawing No C> CQ C\J W 0 r Q J 3 0 "CV U Ln O cn aT i1_ a.� a� ct I / 0 U / U CL E 0 U N a� / 0 U 0 U) i cn / / Z ri^Q^ 3 LLj C0 N LO L0 O N N f; ® Q REVVED F(3R ERLIAN zCO��? 1 - C AP ROVED ( } } r JUN 0 4 2015 CC I-:Cityof iukwi G .Bl1IWING DIVISION W I I 7 O RECEIVED: (CiTX 4F TUKWILA �. U JAN 2 ;(iv . SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES �bF �g ri'r Building Permit Drawing Title TEMPORARY EROSION AND SEDIMENT CONTROL - AREA A Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date I 3 CV O N U U O 1-1 a2 LL- a� a� L / 0 U / U CL E 0 U U) a� 0 ME a U 0 a) Cn i cn / / Q 3 LLJ U) ZD N LO LO O N N •v rS-vIVIWVI SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES �w y 2*76 26505 Building Permit Drawing Title TEMPORARY EROSION AND SEDIMENT CONTROL - AREA B Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date i C > .. ... . .. ... - .......... ............ ...... .... -J ... .......... . . . . . ... . . . . . .. SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES 26505 S SIGNAL.V,3 Building Permit Drawing Title TEMPORARY EROSION AND SEDIMENT CONTROL - AREA C Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No Owner Project No Drawina No I I 0 Q J Q) 3 O U 0 1-1 En D 1..1� a) CD L U) 0 V / U M- 0 U (3.) c� G C3 V 0 U) / ^a^ LLI M Cl- ro Liz O N N �7 E i MITS OF. IWORK` TYP 20 scale MATCHLINE - SEE SHEET C303 ALL EXIST UTILITIES & SURFACE FEATURES IN ROW TO REMAIN, UNO I I I � I Ij f I 3 Q :Z I- < rr- CE Q I I`. Z DIN W CITY 00 TUKVt/ILA JAN �2 6 2015 cn Z I I PERMIT CENTER �U Q r I. Z SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973170 SRGPARTNERSHIP.COM er MAGNUSSON KLEMENCIC ASSOCIATES Building Permit Drawing Title SITE DEMOLITION PLAN - AREA A Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date MATCHLINE = SEE SHEET C301 NOTES: 1. SEE SHEET C001 FOR GENERAL NOTES, LEGEND, AND ABBREVIATIONS. 2. SEE SHEET C002 FOR SITE DEMOLITION NOTES. LIMITS OF WORK, TYP a, 3 N 0 U Cn 0 1-1 a� i.� a) a� / 0 U / U cn E 0 U cn W w 0 C3 0 U v CD i / I— Q 3 w ZD M n 0 LO u7 O N N \ SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES 26505 STER�'� S`rIO1VAL Building Permit Drawing Title SITE DEMOLITION PLAN - AREA B Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No Owner Project No 1 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP. COM MAGNUSSON KLEMENCIC ASSOCIATES I%0Z W y I ( ®am 0 w O e ., s,.. .. team 9 lift i VJ l I ........... . 1 ,.. ... .4t .., .... .... W n ri Ln 0 N N -•• 3 - c s [� x 4 � 26505 <. •�C'3, GIS'I'ER SIGNAL 3 Building Permit t; __.... .. Drawing Title SITE DEMOLITION PLAN - AREA C Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots F; are less than this size. Revisions I WED No. Description Date OMPLIANCE `GVEII ; of TuCcwlia" SSG DIV181ON' Z Drawn by O HR U Checked by JRA RECEIVED Date ITY OF TUKW1L q . 1/26/15 JIi,..� ...._._ Z Project No 214012 O BERM ITICENTER U Consultant Project No OOwner Project No LL_ Drawino No LL I QO MATCHLINE - SEE SHEET C402 00 T. C\j C\j 6�60�60�00� 1 KA 7 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 9731700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Revisions `t fflUE OVILLU w.ni IIE ;-�tOMPLCE PAINT STRIPEVITYP`' CCbE ED No. Description Date 1"APPROW ....... . .. 3 N O U N / a) i.� a� a) c� I 0 c.� / U E 0 U cn W 0 C3 0 U 0 W cn i cn ti— F— Q n 3 w vo :1 rn Ln 0 N N MATCHLINE - SEE SHEET C401 ,.._ NOTES: SEE SHEET C001 FOR GENERAL NOTES, LEGEND, AND ABBREVIATIONS. 2. SEE SHEET C002 FOR SITE AND PAVING NOTES. FIRE LANE STRIPING 4° WIDE SOLID YELLOW PAINT STRIPE, TYP LIMITS OF WORK, TYPE 20 10 0 20 40 scale _.._._._..........._..... 1.:'._ _..- 20' -_ _._. _.__..__...___ . _.. -fleet SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP. COM MAGNUSSON KLEMENCIC ASSOCIATES �26505 �s`ydGNA Building Permit Drawing Title SITE AND PAVING PLAN - AREA B Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date m Ib � T ......... . 26505 s Building Permit ....... ... . ............... Drawing Title . SITE AND PAVING PLAN - AREA C ............ . ..... " . .... .... in a. ... .. ......... ...... ..... C3 ... . ..... ......... .. cn CL) .......... ........... j ... ... ... .............. ----- - - - ----- ---- ------- vli . .. . ....... 7, --- ----- --- .... ...... .. C3 CL) p Af F- Mi a- C\j n LO LO CD CV C\1 —I I / cn o ...1 1AA TV, 017. lUMV '{TY13 E cn LL / 0 U 0 cn cn 4- 2 Q r 3 Af scale 1" = 26' q C\, MATCHLINE - SEE SHEET C502 0 N N RE AWED I+OR CC}D bbMPLIA ACE SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES .t„<.. i...ML .. nF' �J Building Permit Drawing Title GRADING PLAN - AREA A Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No Building Permit Drawing Title GRADING PLAN - AREA A Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No i NOTES: 1. SEE SHEET C001 FOR GENERAL NOTES, LEGEND, AND ABBREVIATIONS. It 2. SEE SHEET C002 FOR GRADING NOTES. ........ .. ZD C) —J """MATCH T EXIST EL, TYP C\J <D LIMITS OF WORK, TYP� ME SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES 1- Cv;�n Building Permit Drawing Title GRADING PLAN - AREA B Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No Owner Project No DrawinQ No ... . . ..... .. ..... .... 1A T . .......... r M. UW 1710 TYP'. MATCH EXIST EL PL3 TYP rr LL ........ .. .... <1 �T: I _j ........... a. . . . . . . . . . .... m C3- r1r) n Lc) L0 C) c\j c\j W_ OMO, LIANCE SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 9731700 SRGPARTNERSHIP.COM IN MAGNUSSON KLEMENCIC ASSOCIATES Fnlnr, fs 14 'T *Wm!6. DIV ISI "Z Drawn by NOTES: 1. SEE SHEET C001 FOR, GENERAL NOTES, LEGEND, AND ABBREVIATIONS. �—�2EE SHEET C002 FOR STOkM'•DRAIN NOTES. 3. SEE SHEET 2 FOR WATER NOTES. .. ...... . 4. SEE SHEET C002 FOR AN TARY SEWER NOTES. 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SS-03, TYP — CO IE4=16.37 s x 4 City of Tukwila BUILDING DIVISION Via) RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER 20 10 0 20 40 scale 1" = 20' feet Z O F- ry V) Z O U rill H F— O Z SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP. COM MAGNUSSON KLEMENCIC ASSOCIATES µ �SIONAL ti� L�l Building Permit Drawing Title FOUNDATION DRAIN PLAN Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No Date 0 Q J 3 O co U N / LL a� a� / Cn 0 U V Cn E 0 U fN CD i 0 0 V 0 / a 3 w Cn LO I� In In r-- O N CV EXIST FRAME AND GRATE RETRIEVAL STRAP CL EXIST CB FRAME &GRATE � OVERFLOW PROTECTION Ff EXIST GRADE .a _ _ _ _ _ _ + _ IZL- - 4 ° ° � d a. e ° e ' I d ° NOTES: 1. CATCH BASIN INSERTS SHALL BE PROVIDED IN THE CATCH BASINS NOTED ON PLAN. CATCH BASIN INSERT NTS FINISH GRADE ELEV SNnWM MI PI AAI ASPHALT PAVEMENT TYPE 1: 2° TYPE 2: 4" � CID z CV GEOTEXTILE FABRIC SEDIMENT ACCUMULATION C0021 C2011 C202, C2031 C COMPACTED BASE COURSE COMPACTED SUBGRADE. NATIVE MATERIAL OR STRUCTURAL FILL ASPHALT CONCRETE PAVEMENT NTS C401, C402, C4031 C FLOW CONTINUOUS 12" DIA COMPOST FILTER SOCK EXIST FIN GRADE CMU ANCHOR BLOCKS ALT SIDES AT 10'-0" OC NOTES: 1. COMPOST FILTER SOCK SHALL NOT BE USED FOR MORE THAN 3 MONTHS. REPLACE AS REQUIRED. COMPOST FILTER SOCK NTS WWF6x6x2.9x2.9 FINISH GRADE ELEV SHOWN ON PLAN - CONCRETE PAD _z 11111111111111=11111=11111rr= AT LOCATIONS NOT CONTAINED BY CURB OR OTHER STRUCTURE COMPACTED BASE COURSE COMPACTED SUBGRADE. NATIVE MATERIAL OR STRUCTURAL FILL WHERE FILL IS REQD TO MEET FIN GRADE NOTES: 1. PROVIDE SCORING/JOINTING AS INDICATED IN LANDSCAPE DRAWINGS. 2. PROVIDE EXPANSION JOINT WHERE WALK ABUTS FIXED OBJECTS (BUILDING SLABS, UTILITY COVERS, ETC) CONCRETE PAD NTS C201, WWF6x6x2.9x2.9 FINISH GRADE ELEV SHOWN ON PLAN CONCRETE APRON r � OR WALK—� AT LOCATIONS NOT CONTAINED BY CURB OR OTHER STRUCTURE COMPACTED BASE COURSE COMPACTED SUBGRADE. NATIVE MATERIAL OR STRUCTURAL FILL NOTES: 1. PROVIDE SCORING/JOINTING AS INDICATED IN LANDSCAPE DRAWINGS. 2. PROVIDE EXPANSION JOINT WHERE WALK ABUTS FIXED OBJECTS (BUILDING SLABS, UTILITY COVERS, ETC) CONCRETE APRON AND WALK NTS Cn rn -4 WHEEL STOP ANCHOR SLEEVE 12�� N CL 1 12111 4 - �I `144�� I,1 - I I d- III I•I — III II II I•I III C0 I II LIJ SECTION C4011C4021 C8 FINISH GRADE PER PLAN %0 ANCHOR HOLE, TYP CL PARKING STALL N 11 it 24 12 CENTER WHEEL STOPS IN PARKING STALL PRECAST CONCRETE WHEELSTOP NTS g C4011 �I— REVVVED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of -Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER on SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Building Permit Drawing Title SECTIONS AND DETAILS Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 0 a J -v N O 00 U N CV a� a) a> ct I 0 v / U :z E v U a) I LL 0 / v U v / Q 3 w cn In LO X) 0 N N 12'X18' MIN SIGN IDENTIFYING ACCESSIBILE PARKING SPACE SEE NOTE 1. SIGN AT SIM, SEE NOTE 2 — STD 2 Y8" O.D. STEEL POST WITH TOP CAP 5/8" THRU BOLT, NUT & WASHER (2 PER SIGN, TYP) II DIM POINT, SEE PLAN FINISH GRADE _ I 1 1 16" DIA CONC POST FOUNDATION NOTES: 1. SIGNS INDENTIFYING ACCESSIBLE PARKING SPACES SHALL MEET THE REQUIREMENTS OF THE WASHINGTON ADMINISTRATIVE CODE. CHAPTER 51-20, FOR WASHINGTON BARRIER FREE DESIGN REGULATIONS, THE AMERICANS WITH DISABILITIES ACT OF 1990, AND THE UNIFORM FEDERAL ACCESSABILITY STANDARDS FOR PAINTED AND SIGN LETTERING, SYMBOLS, SIZE LOCATIONS, GRAPHIC AND TEXT. 2. SIGN TEXT SHALL BE "PREFERRED PARKING FOR LOW -EMITTING AND FUEL EFFICIENT VEHICLES; ZERO EMITTING VEHICLES PER CALIFORNIA AIR RESOURCES BOARD" OR "MINIMUM GREEN SCORE OF 40 PER AMERICAN COUNCIL FOR AN ENERGY EFFECIENT ECONOMY". ADA PARKING SIGN NTS Rol1 EM1e1 -11 UKAI N BACKF IE_ SEE PLAN 4" DIA FIL FOUNDATION DRAIN NTS GRID I•] SOG/CONC PVMT, SEE STRUC GRADE BEAM BEYOND PILE CAP & PILES SEE STRUC ,ft DIM POINT ON PLAN NEW ASPHALT CONCRETE PAVEMENT 12 MIN NEW COMPACTED AGGREGATE BASE COURSE — SAWCUT FULL DEPTH BITUMINOUS TACK COAT EXIST ASPHALT CONCRETE PAVEMENT EXISTING AGGREGATE BASE COURSE OR CONCRETE BASE TO BE PROTECTED & REMAIN UNDISTURBED TO PREVENT LOSS OF DENSITY & SUPPORT UNDER EXISTING ASPHALT ASPHALT PAVEMENT JOINT DETAIL NTS C4011 C4021 C4031 C 18" ROUND DUCTILE IRON GRATE 18" SOLID COVER PROVIDE INLET & WHERE INDICATED OUTLET ADAPTORS COORD PT ON PLAN AS REQD FINISHED GRADE 18" PREMANUFACTURED � � / / DIA AS SHOWN DRAIN BASIN � f � ON PLAN J J Q w o i w ►-, m = Q IE OUT IE IN a SEE PLAN _ z SEE PLA AREA DRAIN NTS C6019 C602 I C8 x R n REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CrrY OF TUKWILA JAN 2 6 2015 PERMIT CENTER Z _O h- U Cn Z O U O H O Z SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES 26505 STER�'9 ~�w sSIONAL `tL Building Permit Drawing Title SECTIONS AND DETAILS Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No I i ZD a Q J 3 O U M CV / cn a� i.� a� a) L Cn 0 U / U cn a E v U cn CD 0 / C3 0 V 0 a� Cn / Q a- 3 w cn Cl- LO rn 0 N N PIPE CASING NTS CV CENTERED PIPE CASING STEEL PIPE CASING, SEE PLAN FOR DIA AINLESS STEEL SING SPACERS, (3) PER PIPE LENGTH - , I I =IIIII-IIII -1I I I I I 1I I I- 11111111111-1I111II-1III11-111=IIII GRAVEL SURFACING NTS CRUSHED SURFACING TOP COURSE COMPACTED SUBGRADE, NATIVE MATERIAL OR STRUCTURAL FILL STEEL PIPE CASING SEE PLAN FOR DIA SEAMLESS NEOPRENE END SEAL SS PIPE, SEE PLAN FOR DIA `-1— STAINLESS STEEL BANDING STRAPS, WHERE INDICATED PIPE CASING END SEAL NTS TRANSFORMER PAD NTS PLAN #5 @ 12 CV SECTION NEW ASPHALT CONC PVMT & BASE COURSE PER 4 SIM OR MATCH EXIST C803 C801 THICKNESS, WHICHEVER IS THICKER EXIST PVMT � WN PAVEMENT PATCH NTS (2) #5 'OMPACTED SASE COURSE COMPACTED SUBGRADE, 4ATIVE MATERIAL OR STRUCTURAL FILL s ASPHALT PVMT JOINT, TYP 2 C603 C802 T C401, C4029 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 r� CRY of TukWila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER Z _O F-- U ry — Z O U ry O LL_ O Z SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES } w �y s, �GIs }" SI.ONAI Building Permit Drawing Title SECTIONS AND DETAILS Drawing scales indicated apply to 24" x 36" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by HR Checked by JRA Date 1/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No Date — 7 IIF— ral ti LID ti LO O N KIUN I —Uf —WAY tiWKINU ANU JOINTING CONSTRUCTION PER C.O.T. STD. RS-11. DIMENSIONS/LAYOUT OF SCORING AND JOINTING LAYOUT PER THIS SHEET E . MARL I NAL WAY S LUUAIIUN IN I-ItLU ,W SURFACING SCHEDULE AN D MATCH AVIATION HIGH SCHOOL IMPROVEMENTS TO THE NORTH CODE TYPE COLOR FINISH DETAIL REF. 1 CITY OF TUKWILA STD CONCRETE NATURAL LIGHT CITY OF TUKWILA .. SIDEWALK GRAY BROOM STD RS-11 CONCRETE NATURAL LIGHT 3 PAVING GRAY BROOM C801 LEGEND — — — — PROPERTY LINE SURFACING INDICATOR, REF. SURFACING SCHEDULE 17vvvvavv CITY OF TUKWILA TYPE II 1,7v 'gd vPLANTING AREA LAWN SJ9 SCORE JOINT CJo CONTROL JOINT RE WED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i WorkshopLLc LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net STATE OF WASHINGTON REGISTERED LANDSCAPE ARCULTECT MARK ENRANDS CERTIFICATE NO. 680 Building Permit Drawing Title MATERIALS AND LAYOUT PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by PV Checked by MB Date 01/26/15 Project No 214012 Consultant Project No 7 MATERIALS AND LAYOUT PLAN 0 10 20 40 Owner Project No Drawing No - FIN. GR. PLANTING SOIL - J" R. TOOLED EDGE, TYP. -NO SHINERS OR TOOL MARKS =m 0� wo cn 1 /4" 2 1 .� A itlli�itlli�Illlii�Illi�itlliillllii�llliiitl� A. CONTROL JOINT LEGEND 1. CONCRETE PVMT. SECTION, REFER CIVIL. 2. TOOLED CONTROL & CONSTRUCTION C.I.P. CONC. JOINTS. J" RADIUS TOOLED EDGE. NO PVMT. SHINERS OR TOOL MARKS. 3. 3/8" ISOLATION JOINT MATERIAL. C.R. BASE 4. CONSTRUCT ISOLATION JOINTS WITHOUT SHINERS OR TOOL MARKS. COMPACTED COMPACTS 5. SEE SHEET L1.00, FOR FINISHES. SUBGRADE CONCRETE PVNG.— FIRST POUR CONSTRUCTION JOINT CONCRETE PVNG.— SECOND POUR #4 SMOOTH TIE BAR CAST IN FIRST POUR @ 12" O.C. 1) (4 B. CONSTRUCTION JOINT C. ISOLATION JOINT ,C.I.P. CONCRETE PAVING SCORING & JOINTING SCALE: 1 " = 1'-0" :7 ti LO M ti L,A T_ O N FIXED ELEMENT, I.E. WALL, STEP, COLUMN OR VAULT e, ENLARGEMENT OF ISOLATION JOINT. SHRUB PLANTING AREA. CROWN PLANTING AREA WHERE CALLED OUT IN PLAN. J" THICK X 4" DEEF STEEL EDGING. TAPERE[ STEEL STAKES MIN. 15' LONG SPACED @ 24" O.0 STEEL EDGING @LAWN SCALE: 1 1 /2" = 1'-0" HEADER MULCH LAYER FILTER FABRIC CONTINUOUS. SECURE TO PERF. PIPE W/ S.S. STRAP PERF. PIPE W/ PVC BASE SHEET LOOSE LAID & CENTERED OVER DRAIN 3' SQ. MIN. J" THICK PVC BASE SHEET W/ HOLE TO MATCH PERF. PIPE DIAMETER PLANTER DRAIN SCALE: 1" = 1'-0" VALVE BOX (BLACK) W/ LOCKING LID RIGID PERF. PIPE. VERIFY DIAMETER IS WIDER THAN DRAIN BODY CONNECT FILTER FABRIC BY LAPPING BRICK SUPPORT 4 GALV. STL. ANGLES ATTACHED TO PERF. PIPE AND PVC SHEET W/ FLAT HEAD S.S. FASTENERS DRAIN BODY, REF. CIVIL AHS_PLNT_DRN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila B-UILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i eWorkshoPLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net i f STATE OF WASHINGTON REGISTERED L NDSCAP HITECT MARK RANDS CERTIFICATE NO. 680 Building Permit Drawing Title DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by PV Checked by MB Consultant Project No Owner Project N• Drawing No I ti CM LO O N OD T r U, 0 E . MARG I NAL WAY S 4 RwEo FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 Oily of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i WorkshopLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net STATE OF WASHINGTON REGISTERED DSCA P&A9rbH ITECT MARK ANDS CERTIFICATE NO. 680 Building Permit Drawing Title IRRIGATION PLAN - SOUTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by PV Checked by MB Date 01/26/15 Project No 214012 Consultant Project No Date IRRIGATION PLAN - SOUTH 0 5 10 20 40 FF Owner Project No Drawing No I E. MARG I NAL WAY S t` M LO IRRIGATION PLAN - NORTH co g REVtVVED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i WorkshopLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net STATE OF WASHINGTON REGISTERED LA SCAPE ARMITECT MARK ANDS • CERTIFICATE NO. 680 Building Permit Drawing Title IRRIGATION PLAN - NORTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by PV Checked by MB Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No Date 0 5 10 20 5M n 0 Z r M 0 N n i� FINISH GRADE 0" DIA. VALVE BOX WITH LOCKING LID 1" BRASS QUICK COUPLER VALVE BACKFILL WITH SELECT MATERIAL 3" OF 1-1/2" WASHED ROCK V JN 0� FILTER FABRIC (TYP.) COMPACTED BACKFILL MATERIAL 1" SCH 40 GALVANIZED TRIPLE SWING JOINT ASSEMBLY (TYP.) ��.... CH 80 PVC THREADED FITTING (TYP.) NOTE: USE TEFLON TAPE ON ALL THREADED FITTINGS QUICK COUPLER VALVE SCALE: N.T.S. �ROOFING NAIL TO MARK SLEEVE PAVING IRRIGATION SLEEVE AT PAVING SCALE: NTS CLEAN AND LIGHTLY COMPACTED BACKFILL TRACKING TAPE 6" ABOVE MAINLINE SCH. 40 SLEEVE MUELLER BRASS STOP VALVE (FOR ISOLATION) SCH 80 PVC THREADED FITTINGS & ADAPTERS (AS REQUIRED) CONTROL WIRES (BUNDLED UNDER MAINLINE) SCH 40 MAINLINE (OR PER PLAN) AUTOMATIC CONTROL VALVE N.T.S. 7 u7 T Cn ti tr) O N \ 00 T r MFSG_QC MFSG_SLEEVE 12" PRE -ASSEMBLED SWING JOINT MARLEX MIPT x FIPT 90' STREET ELL 1XLESS 45' OR POP-UP SPRINKLER MARLEX MIPT x FIPT 90' STREET ELL LATERAL - - - - - - - - - FS x FS x FIPT TEE FRONT VIEW #14 DEDICATED TRACE WIRE TOP OF SPRINKLER 1" ABOVE PLANTING BED FNISHED GRADE 12" PRE -ASSEMBLED SWING JOINT TOP OF SPRINKLER FLUSH WITH TURF FNISHED GRADE POP-UP SPRINKLER MARLEX MIPT x FIPT 90° STREET ELL LATERAL MARLEX MIPT x FIPT 0 900 STREET ELL FS x FS x FIPT TEE SIDE VIEW POP-UP SPRAY HEAD ASSEMBLY SCALE: N.T.S. Z I I -I �w w IEll II: 00 cV JUMBO VALVE BOX W/ LOCKING LID EXTENSIONS (AS REQ'D) WATERTIGHT WIRE SPLICES (TYP) CUT NOTCHES IN BOX FOR PIPE AS REQ'D AT EACH END UNION (2 PLACES) AUTOMATIC CONTROL VALVE IRRIGATION TRENCH SCALE: NTS 3" OF 1-1/2" WASHED ROCK OVER GEOTEXTILE FABRIC NOTE: CUT "U" SHAPED NOTCHES IN BOTH SIDES OF VALVE BOX THAT ALLOW 2" MIN. CLEARANCE FROM TOP OF PIPE TO TOP OF CUT-OUT. USE TEFLON TAPE ON ALL THREADED FITTINGS. MFSG_CONT VALVE MFSG_POP UP TOP OF SOIL COVER, EXCLUDING MULCH CLEAN AND LIGHTLY COMPACTED BACKFILL TRACKING TAPE 6" ABOVE PIPE LATERAL LINE MAINLINE ATTACH IRRIGATION WIRE TO MAINLINE AT INTERVALS OF 15'-0" MFSG-TRENCH RRIGATION SCHEDULE SYMBOL MANUFACTURER/MODEL/DESCRIPTION PSI it A a & & Hunter PROS-06-PRS30 5' strip spray 30 Es Lcs RCS cs ss Shrub Spray, 30 psi regulated 6.0" Pop -Up. Co -molded wiper seal with UV Resistant Material. ®© 0-10,)@2 5D IT? Hunter PROS-06-PRS30 AD] 30 Shrub Spray, 30 psi regulated 6.0" Pop -Up. Co -molded wiper seal with UV Resistant Material. 15,515 Hunter MP3000 PROS-06-PRS40-CV 40 Turf Rotator, 6" (15.24 cm) pop-up with factory installed check valve, pressure regulated to 40 psi (2.76 bar), MP Rotator nozzle on PRS40 body. B=Blue adj arc 90-210, Y=Yellow adj arc 210-270, A=Gray 360 arc. SYMBOL MAN UFACTURER/MODEL/DESCRIPTION Rain Bird PEB 111, 1-1/211, 2" Plastic Industrial Valves. Low Flow Operating Capability, Globe Configuration. Rain Bird 44-LRC 1" Brass Quick -Coupling Valve, with Corrosion -Resistant Stainless Steel Spring, Locking Thermoplastic Rubber Cover, and 2-Piece Body. X Matco-Norca 770S PVC White Ball Valve for Sch 40 and Sch 80 Pipe, solvent slip ends with "T" Handle, same size as mainline. 1/2" to 4". Irrigation Lateral Line: PVC Schedule 40 PVC Schedule 40 irrigation pipe. Only lateral transition pipe sizes 1" and above are indicated on the plan, with all others being 3/4" in size. Irrigation Mainline: PVC Schedule 40 Pipe Sleeve: PVC Schedule 40 Typical pipe sleeve for irrigation pipe. Pipe sleeve size shall allow for irrigation piping and their related couplings to easily slide through sleeving material. Extend sleeves 18 inches beyond edges of paving or construction. Valve Callout # Valve Number #" # Valve Flow Valve Size IRRIGATION NOTES: CRITICAL ANALYSIS Generated: 2014-11-26 08:45 P.O.C. NUMBER:01 Water Source Information: Email correspondence with Clark Miller @ Museum of Flight Space Gallery FLOW AVAILABLE Water Meter Size: 2" Flow Available: 84.89 gpm PRESSURE AVAILABLE Static Pressure at POC: 60.00 psi Elevation Change: 1.00 ft Service Line Size: 2" Length of Service Line: 20.00 ft Pressure Available: 59.00 psi DESIGN ANALYSIS Maximum Station Flow: 49.62 gpm Flow Available at POC: 84.89 gpm Residual Flow Available: 35.28 gpm Critical Station: 4 Design Pressure: 30.00 psi Elevation Loss: 0.00 psi Friction Loss: 5.95 psi Fittings Loss: 0.59 psi Loss through Valve: 3.54 psi Pressure Req. at Critical Station: 47.97 psi Loss for Fittings: 0.39 psi Loss for Main Line: 3.88 psi Loss for POC to Valve Elevation: 0.00 psi Loss for Backflow: 0.00 psi Loss for Water Meter: 1.47 psi Critical Station Pressure at POC: 53.71 psi Pressure Available: 59.00 psi Residual Pressure Available: 5.29 psi VAI OF 'SC;HM UI NUMBER MODEL SIZE TYPE WIRE PSI PSI @ POC GPM HEAD ELEV VALVE ELEV PRECIP 2 Rain Bird PEB 1" Turf Rotary 42.69 44.24 31.81 0.00 ft 0.00 ft 0.45 in/h 3 Rain Bird PEB 2" Shrub Spray 39.21 44.54 40.87 0.00 ft 0.00 ft 1.51 in/h 4 Rain Bird PEB 1" Shrub Spray 34.62 35.37 14.75 0.00 ft 0.00 ft 1.36 in/h 5 Rain Bird PEB 2" Shrub Spray 40.09 44.20 0.00 ft 0.00 ft 1.59 in/h 6 Rain Bird PEB 2" Shrub Spray 39.98 49.17 49.62 0.00 ft 0.00 ft 1.52 in/h 7 Rain Bird PEB 1" Turf Rotary 43.79 48.21 34.96 0.00 ft 0.00 ft 0.49 in/h 1. THE IRRIGATION CONTRACTOR SHALL TEST STATIC WATER PRESSURE AT IRRIGATION POINT OF CONNECTION PRIOR TO CONSTRUCTION. REPORT ACTUAL PRESSURE READING AT THE POINT OF CONNECTION TO OWNER'S REPRESENTATIVE AND LANDSCAPE ARCHITECT. DESIGN PRESSURE FOR SPRAY ZONES IS 30 P.S.I. DESIGN PRESSURE FOR ROTARY ZONES IS 40 P.S.I. CONTRACTOR WILL MODIFY IRRIGATION SYSTEM LAYOUT AS NECESSARY TO ACCOMMODATE AVAILABLE PRESSURE. 2. THIS PLAN IS DIAGRAMMATIC AND DESCRIBES AREAS OF LANDSCAPE TO BE COVERED BY AN AUTOMATIC IRRIGATION SYSTEM. POINT OF CONNECTION, MAINLINE ROUTING, AND IRRIGATION CONTROLLER ARE INCLUDED IN THE PLANS. AVOID ANY CONFLICTS BETWEEN THE IRRIGATION SYSTEM, PLANTING, SITE LIGHTING, UTILITIES AND ARCHITECTURAL FEATURES. 3. THE IRRIGATION SYSTEM'S POINT OF CONNECTION WILL BE THE EXISTING METER AT THE MUSEUM OF FLIGHT SPACE GALLERY. 4. IRRIGATION ZONES WILL USE ROTARY HEADS OR SPRAY HEADS AT ALL AT -GRADE PLANTING AREAS. 5. TRENCH LAYOUT REVIEW SHALL OCCUR PRIOR TO INSTALLATION OF IRRIGATION SYSTEM AS PER WRITTEN SPECIFICATIONS UNLESS OTHERWISE DIRECTED BY OWNER'S REPRESENTATIVE. 6. THE IRRIGATION CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SLEEVES AND CHASES UNDER PAVING, THROUGH WALLS, AND FOR ALL CONTROL WIRE. 7. PROVIDE (3) SPARE CONTROL WIRES FROM THE IRRIGATION CONTROLLER TO FURTHEST VALVE LOCATIONS AT EACH END OF THE MAINLINE. PROVIDE 48" EXPANSION COILS AT EVERY VALVE BOX ALONG SPARE WIRE RUN. HOUSE SPARE WIRES IN DEDICATED VALVE BOX. SEE SPECS FOR COLOR CODING OF CONTROL WIRES. 8. DO NOT WILLFULLY INSTALL THE IRRIGATION SYSTEM AS SHOWN ON THE DRAWINGS WHEN IT IS OBVIOUS IN THE FIELD THAT OBSTRUCTIONS, GRADE DIFFERENCES, OR DIFFERENCES IN THE AREA DIMENSIONS EXIST THAT MIGHT NOT HAVE BEEN CONSIDERED IN THE ENGINEERING. SUCH OBSTRUCTIONS OR DIFFERENCES SHALL BE BROUGHT TO THE ATTENTION OF OWNER'S REPRESENTATIVE. IN THE EVENT THIS NOTIFICATION IS NOT PERFORMED, CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR ANY REVISIONS NECESSARY. INSTALL ALL IRRIGATION TO ALLOW FOR FULL SERVICEABILITY. 9. ANY DAMAGED CONCRETE, OTHER SURFACES OR IMPROVEMENTS NOT DESIGNATED FOR DEMOLITION SHALL BE REPLACED TO MATCH EXISTING, 10. THE CONTRACTOR SHALL ADJUST EACH PRESSURE COMPENSATING REMOTE CONTROL VALVE AND PRESSURE REGULATOR FOR OPTIMUM PERFORMANCE AND TO COMPENSATE FOR PRESSURE AND FRICTION LOSS. THE CONTRACTOR SHALL FLUSH AND ADJUST ALL SPRINKLER HEADS FOR OPTIMUM PERFORMANCE AND TO PREVENT OVERSPRAY ONTO WALKS, ROADWAYS AND/OR BUILDINGS AS MUCH AS POSSIBLE. THIS SHALL INCLUDE SELECTING THE BEST DEGREE OF ARC AND RADIUS AND DRIP LINE SPACING TO FIT THE EXISTING SITE CONDITIONS AND SELECTING THE APPROPRIATE NOZZLE TO OBTAIN THE OPTIMUM OPERATING PRESSURE FOR EACH SYSTEM, AND HEAD COVERAGE. 11. PROVIDE 11 " x 17" LAMINATED CONTROL CHARTS PER SPECIFICATION REQUIREMENTS. 12. CONTRACTOR SHALL SIZE LATERAL PIPES PER PLAN AFTER FIELD ADJUSTMENT TO HEAD LAYOUT AND MODIFY PRODUCT TYPES TO ACCOMMODATE ACTUAL SITE CONDITIONS. ADJUST ALL PIPE SIZES AND MAKE ALL NECESSARY ADJUSTMENTS TO PROPOSED SYSTEM AS FIELD CONDITIONS AND SYSTEM CHANGES OCCUR. r REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i Workshopl-LC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net now b • a t STATE OF WASHINGTON REGISTERED L DS APE RCHITECT MARK DS CERTIFICATE NO. 680 Building Permit Drawing Title IRRIGATION DETAILS & SCHEDULE Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Pv Checked by MB Consultant Project No ril ti LO co ti V- 0 N 00 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i eWorkshOPLL. LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net STATE OF WASHINGTON REGISTERED A CWAP HITECT N • MAR RANDS CERTIFICATE NO. 680 Building Permit Drawing Title PLANTING PLAN - SOUTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by PV Checked by MB Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No Date 7 PLANTING PLAN - SOUTH 7%=FMM%==M=MM� . 11 5 10 20 40 FF ti LO LO 0 c`V 00 E . MARG I NAL WAY S vviviv�n.ri�n vnwimuv REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM i eWorkshOPLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net STATE OF WASHINGTON REGISTERED LA S P R ECT MARK ANDS CERTIFICATE NO. 680 Building Permit Drawing Title PLANTING PLAN - NORTH Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by PV Checked by MB Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No Date PLANTING PLAN - NORTH 0 5 10 20 40 FT TOP OF ADJACENT PAVING OR WALL SIN D Q D TYPICAL FINE GRADING SECTION SCALE: 1 " = 1'-0" ZONE B; DI -X ZONE A bIA=1/zx PLAN TOP OF MULCH PLANTING SOIL FENCING/ROOT PROTECTION CHAIN LINK FENCING TO BE PROVIDED AND MAINTAINED AT DRIPLINE LANDSCAPE ARCHITECT'S APPROVAL REQUIRED FOR USE/ACCESS WITHIN ZONE B. PERMISSION FOR USE/ACCESS REQUIRES SURFACE PROTECTION FOR ALL UNFENCED, UNPAVED SURFACES WITHIN ZONE B * SURFACE PROTECTION MEASURES 1. MULCH LAYER, 6"-8"DEPTH 2. 3/4"PLYWOOD TRENCHING ZONE A (CRITICAL ROOT ZONE) 1. NO DISTURBANCE ALLOWED WITHOUT SITE -SPECIFIC INSPECTION AND APPROVAL OF METHODS TO MINIMIZE ROOT DAMAGE. 2. SEVERANCE OF ROOTS LARGER THAN 2" DIA. REQUIRES LANDSCAPE ARCHITECT'S APPROVAL. 3. TUNNELING REQUIRED TO INSTALL LINES 3'-0" BELOW GRADE OR DEEPER. ZONE B (DRIPLINE) 1. TRENCHING ALLOWED AS FOLLOWS: - EXCAVATION BY HAND OR WITH HAND -DRIVEN TRENCHER. - LIMIT TRENCH WIDTH. DO NOT DISTURB ZONE A. MAINTAIN 2/3 OR MORE OF ZONE B IN UNDISTURBED CONDITION 2. TUNNELING MAY BE REQUIRED FOR TRENCHES DEEPER THAN 3'-0". TREE PROTECTION DURING CONSTRUCTION SCALE: 1/2" = 1'-0" SHRUB PLANTING AREA. CROWN PLANTING AREA WHERE CALLED OUT IN PLAN. " THICK X 4" DEEF STEEL EDGING. TAPERE1 STEEL STAKES MIN. 15' LONG SPACED @ 24" O.0 STEEL EDGING @LAWN SCALE: 1 1/2" = 1'-0" ti LO M ti to O N 00 HEADER ROOTBALL + 1'-0"MIN ALL SIDES SHRUB PLANTING N.T.S. GROUNDCOVER PLANTING N.T.S. CONTAINERIZED SHRUB SET ALL PLANTS AT NURSERY LEVEL MIN. 2" OF MULCH, 2" CLR. FROM TRUNK. REF. PLANTING SOIL SPEC. SHRUB PLANTING PIT PREPARATION = ROOTBALL DEPTH & WIDTH PLUS 1'-0" ADDITIONAL ALL SIDES FINISH GRADE _ADDITIONAL PLANTING AREA PREPARATION PER DRAWINGS REMOVE CONTAINER COMPLETELY OR REMOVE BURLAP FROM TOP OF ROOTBALL. REMOVE ALL WIRE AND STRING BACKFILL WITH EQUAL PARTS EXCAVATED NATIVE SOIL AND SPECIFIED IMPORTED TOPSOIL UNDISTURBED SUBGRADE (PROVIDES FIRM BASE SO ROOTBALL WILL NOT SINK) SET GROUNDCOVERS AND PERENNIALS IN STAGGERED ROWS AT SPECIFIED TRIANGULAR SPACING, MULCH ENTIRE BED MIN. 2" OF COMPOST MULCH PLANTING SOIL, SEE NOTES SET PLANT 1"-2" ABOVE LEVEL FIN. GRADE WIRE TIE LOOPS AND POLYPROPYLENE TREE TIE, STRAPS OR CHAIN LOCK TIES. SEE SPECS. (2) STAKES. SEE SPECS. MULCH LAYER: SEE SPECS FOR DEPTH. 2" CLEAR FROM TRUNK. BACKFILL, REF. SPECS. 3" HT. SOIL SAUCER 12" FROM EDGE OF PLANTING PIT FINISH GRADE WIDTH OF PLANTING PIT 2X WIDTH OF ROOTBALL. SCARIFY BOTTOM AND SIDES OF PLANTING PIT REMOVE BINDING FROM TRUNK, REMOVE BURLAP FROM TOP AND SIDES OF ROOTBALL. DECIDUOUS TREE PLANTING N.T.S. `'" EXISTING A" "' T 3" THICK X 4 TG STEEL EDGING. 1 STEEL STAKES N LONG SPACED @ 2 gTFFI Fnnimn n ARPHAI T SCALE: 1 1/2" = 1'-0" EXISTING r+n"liri Ts 3 THICK X 4 STEEL EDGING. 1 STEEL STAKES N LONG SPACED @ 2 STEEL EDGING SCALE: 1 1/2" = 1'-0" GRAVEL b REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM iWorkshoPLLC LANDSCAPE ARCHITECTURE 222 Etruria St., Suite 200 Seattle, Washington 98109 206.285.3026 206.285.3629 fax www.siteworkshop.net STATE OF WASHINGTON REGISTERED A iITECT MARK BRANDS CERTIFICATE NO. 680 Building Permit Drawing Title PLANTING DETAILS & SCHEDULE Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by PV Checked by MB Consultant Project No Owner Project No Drawing No I GENERAL ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE DRAWINGS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. BUILDING CODE ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. THE PUBLICATIONS LISTED BELOW ARE THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN. APPLICABLE CODES AND STANDARDS BUILDING CODE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION (INCLUDING THE CITY OF TUKWILA BUILDING CODE AMENDMENTS) . ACI 318 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," 2011 EDITION ACI 530 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES," . . 2011 EDITION RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS," 2009 EDITION AISC 341 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SEISMIC PROVISIONS FOR STRUCTURAL STEEL _N_ .,. " " `` BUILDINGS," 2010 EDITION AISC 360 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," 2010 EDITION AISI S100 AMERICAN IRON AND STEEL INSTITUTE, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS," 2007 EDITION, INCLUDING SUPPLEMENT . NO. 1, DATED 2010 - ASCE 7 AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES," 2010 EDITION ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM INTERNATIONAL) AWS A2.4 AMERICAN WELDING SOCIETY, "STANDARD SYMBOLS FOR WELDING, BRAZING, AND NONDESTRUCTIVE EVALUATION," . 2007 EDITION AWS D1.1 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - STEEL," 2010 EDITION AWS D1.3 AMERICAN WELDING SOCIETY, "STRUCTURAL . WELDING CODE - SHEET STEEL," 2008 EDITION AWS DI A AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - REINFORCING STEEL," 2007 EDITION AWS D1.8 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT," 2009 EDITION ICC INTERNATIONAL CODE COUNCIL, INTERNATIONAL CODE COUNCIL - EVALUATION SERVICES (ICC-ES) CONCRETE CONCRETE MIXING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE MATERIALS, SHALL CONFORM TO ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," EXCEPT AS NOTED BELOW. PROPORTIONS OF AGGREGATE TO CEMENTITIOUS PASTE SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT AND APPROVED PRIOR TO USE. SELECTION OF CONCRETE MIX PROPORTIONS SHALL BE IN ACCORDANCE WITH ACI 301. MIX PROPORTIONS SHALL MEET OR EXCEED THE REQUIREMENTS LISTED BELOW FOR THE LOCATIONS. NOTED. THE MORE STRINGENT OF THE REQUIREMENTS LISTED SHALL GOVERN. MAXIMUM FLY ASH AS A PERCENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIAL SHALL BE 30 PERCENT. FLY ASH SHALL BE CLASS F, MEETING ASTM C618 REQUIREMENTS. WATER/CEMENT RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING FLY ASH AND OTHER POZZOLANIC MATERIALS. MAXIMUM SIZE OF AGGREGATE SHALL BE AS LISTED BELOW. ALL CONCRETE USED IN HORIZONTAL SURFACES EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE ADMIXTURE TO PRODUCE AIR -ENTRAINED CONCRETE WITH TOTAL AIR CONTENT AS NOTED IN THE CONCRETE MIX SPECIFICATION TABLE. TOLERANCE FOR AIR CONTENT SHALL BE +/-1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. TESTS FOR AIR CONTENT SHALL MEET ASTM C172 REQUIREMENTS. THE CONTRACTOR SHALL DETERMINE SLUMP. EACH CONCRETE MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. SLUMP SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, SLUMP SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. SLUMPS SHALL BE WITHIN +1 INCH AND —2 INCHES OF THE SPECIFIED SLUMP. THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER. Al CONCRETE MIX SPECIFICATION TABLE fc TEST MAX MAX AIR MIN AGE W/C AGGREGATE CONTENT EXPOSURE CLASS LOCATION (PSI) DAYS RATIO SIZE PERCENT F X S(X) P(X) MISCELLANEOUS 3,000 28 0.50 1" 4.5 F1 S1 PO C1 CONCRETE, CURBS, SIDEWALKS EXTERIOR EXPOSED 4,000 28 0.45 1" 4.5 F1 S1 PO C1 SLABS ON GRADE* . - GRADE BEAMS, 4,000 28 0.44 1" Al - F1 S1 PO C1 PILE CAPS *SLAB ON GRADE PER S201PV REQUIRED TO HAVE 65OPSI FLEXURAL STRENGTH MASSIVE CONCRETE CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE DIMENSIONS EXCEEDS 4'-O" SHALL BE CONSIDERED "MASSIVE CONCRETE" AND SHALL BE SUBJECT TO THE APPLICABLE REQUIREMENTS OF ACI 301, CHAPTER 8. ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GOUND-GRANULATED BLAST -FURNACE SLAG. ADDITIVES CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH -RANGE WATER REDUCING, OR RETARDING PLASTICIZING ADMIXTURE SHALL BE USED. THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER ASTM C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT OR BE LESS THAN 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR HOT - WEATHER AND COLD -WEATHER CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY SHALL NOT INCREASE THE WATER -CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT. SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND TEST RESULTS INCLUDING HEAT OF HYDRATION TEST DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASSIVE CONCRETE. REINFORCING STEEL ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BE SECURELY TIED IN PLACE WITH #16 GAGE MINIMUM ANNEALED BLACK WIRE. BARS SHALL BE SUPPORTED ON CHAIRS IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT." THE CONTRACTOR SHALL COORDINATE REINFORCING STEEL PLACEMENT DETAILS AND PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS AS NECESSARY. SHOP DRAWINGS (INCLUDING PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTED TO, AND REVIEWED BY, THE ARCHITECT/ENGINEER BEFORE STARTING FABRICATION. REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION (LSB) UNLESS NOTED OTHERWISE ON THE DRAWINGS. #14 AND #18 BARS SHALL BE SPLICED USING MECHANICAL COUPLINGS INCLUDING SPLICES WITH SMALLER BARS. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. AT THE CONTRACTOR'S OPTION, MECHANICAL COUPLINGS MAY BE USED FOR ANY BAR SIZE, PROVIDED A CURRENT ICC—ES REPORT DEMONSTRATES THAT THE PRODUCT CAN ACHIEVE A MINIMUM TENSILE STRENGTH OF 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR. NO REINFORCING BARS SHALL BE SPLICED BY WELDING. FOR REINFORCING WITHIN SHEAR WALLS OR MOMENT FRAMES, AND REINFORCING THAT CONNECTS THE SLABS TO THE SHEAR WALLS OR MOMENT FRAMES, MECHANICAL SPLICES MAY BE USED IF THE MECHANICAL SPLICE STRENGTH IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BAR. SPLICE DEVICES SHALL HAVE A CURRENT ICC-ES REPORT THAT SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. HEADED BARS OR TERMINATORS SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS OR AT THE CONTRACTOR'S OPTION FOR CONGESTED AREAS OF REINFORCEMENT ANCHORAGE SUBJECT TO THE ENGINEER'S APPROVAL. HEADED BARS OR TERMINATORS SHALL MEET THE REQUIREMENTS OF ACI 318 AND ASTM A970, AND HAVE A CURRENT ICC-ES REPORT. CONTRACTOR TO SUBMIT TEST REPORTS OF MATERIAL PROPERTIES SHOWING COMPLIANCE WITH AWS DI A FOR WELDABILITY OF REINFORCEMENT OTHER THAN ASTM A706. WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS USING E9018 OR APPROVED ELECTRODES. WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4. MINIMUM CAST -IN -PLACE CONCRETE COVER OVER REINFORCING STEEL, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS: 1. CONCRETE CAST AGAINST EARTH: ALL BAR SIZES: 3 INCHES 2. CONCRETE EXPOSED TO EARTH OR WEATHER: #6 BAR OR LARGER: 2 INCHES #5 BAR OR SMALLER: 1 1/2 INCHES 3. OTHER CONCRETE: . SLABS: #14 AND #18 BARS: 1-1/2 INCHES #11 BARS AND SMALLER: TOP BARS: 3/4 INCH BOTTOM BARS: 1 INCH WALLS: #14 AND #18 BARS: 1-1/2 INCHES . #11 BARS AND SMALLER: 1 INCH SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE REVEALS AND INSETS. SHOP DRAWINGS SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL BE SUBMITTED FOR REVIEW. SPECIAL DUCTILE QUALITY REINFORCING STEEL VERTICAL REINFORCING IN COLUMNS AND SHEAR WALLS, LONGITUDINAL AND DIAGONAL REINFORCING IN COUPLING BEAMS, AND ALL OTHER REINFORCING MARKED "SDQ" SHALL BE LOW -ALLOY STEEL DEFORMED ASTM A706. BILLET STEEL ASTM A615, GRADE 60 REINFORCEMENT MAY BE USED IN THESE MEMBERS IF (1) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI AND (2) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRENGTH TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL REPORTS ARE NOT AVAILABLE, THE REINFORCING SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR'S EXPENSE. WELDED WIRE REINFORCEMENT WELDED WIRE REINFORCEMENT (WWR) SHALL BE ELECTRICALLY WELDED AND CONFORM TO ASTM A185. LAP EDGES AND ENDS OF FABRIC A MINIMUM OF ONE MESH SPACING PLUS 2 INCHES, BUT NOT LESS THAN 6 INCHES. WELDED WIRE REINFORCEMENT SHALL BE SUPPORTED ON CHAIRS IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. CONSTRUCTION JOINTS ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE KEYED IN ACCORDANCE WITH THE TYPICAL DETAILS OR, AT THE CONTRACTOR'S OPTION, SHALL BE INTENTIONALLY ROUGHENED IN ACCORDANCE WITH THE FOLLOWING: THE SURFACE OF ROUGHENED JOINTS SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE THE AGGREGATE EMBEDDED IN THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL PROTRUDE A MINIMUM OF 1/4 INCH. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE REMOVED. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED. VERTICAL CONSTRUCTION JOINTS IN WALLS SHALL BE. HELD TO A MAXIMUM SPACING OF 40'-0". ALL CONSTRUCTION JOINTS FOR BEAMS AND SLABS SHALL BE IN ACCORDANCE WITH THE TYPICAL DETAILS. BEAMS AND SLABS HAVE BEEN DESIGNED ASSUMING ANY CONSTRUCTION JOINTS ARE LOCATED IN THE MIDDLE THIRD OF THE SPAN. ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE STARTING CONSTRUCTION. PROVIDE JOINTS AT LOCATIONS SPECIFICALLY NOTED ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SLEEVES EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS, BEAMS, OR GIRDERS SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER. ANCHORAGE TO HARDENED CONCRETE ANCHORAGE TO HARDENED CONCRETE SHALL INCLUDE MECHANICAL AND ADHESIVE ANCHORS OF SIZE, NUMBER, AND SPACING AS SHOWN ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED AND ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND AN APPROVED ICC—ES REPORT. INSPECTION AND TESTING SHALL BE PROVIDED IN ACCORDANCE WITH THE GENERAL NOTES AND THE APPROVED ICC—ES REPORT. WHERE THE ANCHOR TYPE IS SPECIFIED ON THE DRAWINGS, SUBSTITUTION FOR A DIFFERENT TYPE OF ANCHORAGE (INCLUDING SUBSTITUTING FOR CAST -IN -PLACE ANCHORAGE) SHALL NOT BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. ACCEPTABLE ANCHORS SHALL HAVE A CURRENT ICC—ES OR IAPMO—ES REPORT INDICATING THAT THE ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE, ANCHORS SHALL BE ASTM A36 THREADED ROD OR ASTM A615, GRADE 60 REINFORCING STEEL DOWELS. UNLESS NOTED OTHERWISE ON THE DRAWINGS, MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, AND MINIMUM ANCHOR SPACING SHALL BE 8 ANCHOR DIAMETERS. . STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND WHERE SPECIFICALLY INDICATED ON THE DRAWINGS. NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. . HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH A ROUGH INSIDE SURFACE. CORE DRILLING HOLES IS NOT PERMITTED. THE ADHESIVE SHALL BE MIXED, APPLIED, AND CURED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS IN THE ICC—ES REPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR TEMPERATURES ABOVE 50 DEGREES FAHRENHEIT. ADHESIVE SHALL BE APPLIED ONLY TO CLEAN, DRY CONCRETE. POSITIVE PROTECTION SHALL BE PROVIDED SO THAT ANCHORS ARE NOT DISTURBED DURING THE CURING PERIOD. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. li[90131�1i6. : _+. . : 4h*. _ ► 4_41jn. 41- _ &`lg _ GROUT SHALL BE AN APPROVED NONSHRINK CEMENTITIOUS GROUT CONTAINING NATURAL AGGREGATES DELIVERED TO THE JOB SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM 28—DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETE STRENGTH, UNLESS NOTED OTHERWISE. GROUT SHALL BE MIXED, APPLIED, AND CURED STRICTLY IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. FOR GROUTING UNDER BASE PLATES, GROUT SHALL BE PROPORTIONED AS A FLOWABLE MIX. WHEN A FLOWABLE MIX DOES NOT PROVIDE THE REQUIRED STRENGTH OR WHEN A MINIMUM STRENGTH OF 10,000 PSI IS REQUIRED, AN EPDXY GROUT SHALL BE USED. EMBEDDED ELECTRICAL CONDUIT ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDUIT. ALUMINUM CONDUIT IS PROHIBITED. FOR CONDUIT. PLACED IN CONCRETE FLAT SLABS OR SLABS THAT ARE PART OF A CONCRETE SLAB AND BEAM SYSTEM, CONDUIT SHALL HAVE A MAXIMUM OUTSIDE DIAMETER OF 1/6 TIMES THE SLAB THICKNESS AND SHALL BE EMBEDDED WITHIN THE MIDDLE THIRD OF THE SLAB DEPTH. MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREE TIMES THE CONDUIT DIAMETER. POLYSTYRENE/RIGID INSULATION FOR BUILT-UP SLABS STEEL ROOF DECK POLYSTYRENE OR RIGID INSULATION PLACED BELOW CONCRETE SLABS SHALL CONSIST OF RIGID CELLULAR THE STEEL DECK SHALL BE OF DEPTH AND GAGE SHOWN ON THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL POLYSTYRENE CONFORMING TO ASTM D6817. POLYSTYRENE SHALL HAVE A MINIMUM COMPRESSIVE RESISTANCE OF BE SUBMITTED SHOWING DECK DEPTH, GAGE, LAYOUT, CONNECTIONS, AND CLOSURES. STEEL DECK AND ALL OF ITS 3.6 PSI AT 1 PERCENT DEFORMATION UNLESS NOTED OTHERWISE. SECURE POLYSTYRENE IN PLACE PER THE FLASHINGS SHALL CONFORM TO ASTM A653 AND SHALL HAVE CURRENT ICC ES REPORTS. THE STEEL DECK SHALL MANUFACTURER'S RECOMMENDATIONS. THE BLOCKS OF POLYSTYRENE SHALL BE PLACED TO OFFSET JOINTS 24 HAVE RECEIVED, BEFORE BEING FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO INCHES BETWEEN THE ADJACENT LAYERS. . . ASTM A653—G60. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. UNITS SHALL SPAN OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE THE FRAMING DOES NOT PERMIT. AT THE CONTRACTOR'S OPTION, IN LIEU OF POLYSTYRENE CONFORMING TO ASTM D6817, PROVIDE POLYSTYRENE CONFORMING TO ASTM C578 TYPE XIV RATED FOR 40 PSI COMPRESSIVE RESISTANCE AT 10 PERCENT DEFORMATION UNLESS NOTED OTHERWISE, NONCOMPOSITE UNITS SHALL BE CONNECTED AS FOLLOWS: WITH A MINIMUM THICKNESS OF 2 INCHES PER LAYER. CONNECT DECK TO THE STEEL SUPPORTS AT THE ENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS BY A STEEL MINIMUM OF FOUR CONNECTIONS PER 3-0" OF WIDTH. WHERE TWO UNITS ABUT, EACH UNIT SHALL BE SO FASTENED TO THE STEEL FRAMING. THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORTS STRUCTURAL STEEL BY CONNECTIONS AT A MAXIMUM SPACING OF 2'-0" ON CENTER UNLESS NOTED OTHERWISE. DECK UNITS SHALL BE CONNECTED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES AT THE SAME SPACING AS THE SIDE LAP ALL STEEL SHALL CONFORM TO THE FOLLOWING: Al CONNECTIONS. CONNECTIONS SHALL BE MADE WITH POWDER ACTUATED FASTENERS, OR PNEUMATIC PINS, SCREWS, OR MECHANICAL CRIMPING, AS SHOWN ON THE STRUCTURAL DRAWINGS. W-SHAPES ASTM A992, Fy=50 KSI ASTM A913, Fy=50 KSI WHERE STEEL MEMBERS ARE PARALLEL TO THE DECK FLUTES AND AT THE SAME ELEVATION OF THE BOTTOM OF THE DECK, ADJUST DECK LAYOUT AND CONNECT DECK TO STEEL WITH SAME CONNECTION AS REQUIRED FOR SIDE ALL ANGLES AND CHANNELS ASTM A36, Fy=36 KSI BOUNDARIES. UNLESS NOTED OTHERWISE . STEEL DECK TYPES SHALL BE VERCO TYPE PLB-36, ASC TYPE DGB-36, OR APPROVED EQUA . DECK Fy = 50 KSI. SQUARE OR RECTANGULAR ASTM A500, GRADE B, STRUCTURAL TUBE (HSS) Fy=46 KSI BUCKLING -RESTRAINED BRACED FRAMES 2 ROUND STRUCTURAL TUBE (HSS) ASTM A500, GRADE B, THE CONTRACTOR SHALL DESIGN AND SUPPLY BUCKLING RESTRAINED BRACES (BRB) AND THEIR CONNECTIONS TO Fy=42 KSI THE STRUCTURE AS INDICATED ON THE STRUCTURAL DOCUMENTS AND SPECIFICATIONS. BRB CORE AREAS, Asc (IN2) ARE INDICATED ON THE BRACED FRAME ELEVATIONS. STEEL PIPE DIAMETER LESS ASTM A53, TYPE E OR S, THAN OR EQUAL TO 12 INCHES GRADE B, Fy=35 KSI ACCEPTABLE BRB MANUFACTURERS ARE COREBRACE, NIPPON STEEL CORPORATION, AND STAR SEISMIC. ALL DESIGN SHALL BE PERFORMED AND STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN STEEL PILES ASTM A252, GRADE 3, THE JURISDICTION WHERE THE PROJECT IS LOCATED. THE CONTRACTOR SHALL SUBMIT DESIGN3tLCULATIONS AND Fy=45 KSI SHOP DRAWINGS ASSOCIATED WITH THE BRB. MATERIAL CALLED OUT ON ASTM A36, Fy=36 KSI STEEL ELEMENTS USED IN THE BRB SHALL MEET THE REQUIREMENTS OF THE GENERAL NOTES, DRAWINGS, AND PLANS AS (A36) SPECIFICATIONS. THE CORE AREA OF THE BRACE SHALL CONFORM TO ASTM A36, WITH A SPECIFIED YIELD STRESS OF 42 KSI WITH A TOLERANCE OF +/- 2 KSI. MATERIAL CALLED OUT ON ASTM A913, Fy=65 KSI PLANS AS (Fy=65 KSI) I UNLESS NOTED OTHERWISE ON THE BRACED FRAME ELEVATIONS, THE AXIAL STIFFNESS ADJUSTMENT FACTOR OF THE BRACE SHALL BE BASED ON A LENGTH ESTABLISHED FROM THE CENTERS OF THE BRACE END CONNECTIONS ALL OTHER STEEL UNLESS ASTM A572, Fy=50 KSI (Lb): NOTED OTHERWISE ASTM A588, Fy=50 KSI . 1.4 TIMES THE STIFFNESS OF A STEEL PLATE MATCHING THE SPECIFIED CORE AREA, Asc, FOR Lb LESS THAN OR GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS UNLESS NOTED OTHERWISE. EQUAL TO 325 INCHES. ACCEPTABLE TOLERANCE IS +/-15%. ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED AND 1.25 TIMES THE STIFFNESS OF A STEEL PLATE MATCHING THE SPECIFIED CORE AREA, Asc, FOR Lb GREATER THAN 325 REVIEWED BY THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND INCHES. ACCEPTABLE TOLERANCE IS +/-10%. OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. DIMENSIONAL TOLERANCE FOR BUILT-UP MEMBERS SHALL BE PER AWS DI A . I I THE STRAIN HARDENING ADJUSTMENT FACTOR OF THE BRACE, "OMEGA", SHALL BE NO GREATER THAN 1.45, AND THE COMPRESSION STRENGTH ADJUSTMENT FACTOR, "BETA", SHALL BE NO GREATER THAN 1.05. FOR ASTM A6 HOT -ROLLED SHAPES OR BUILT-UP SHAPES WITH A FLANGE THICKNESS OF 2 INCHES OR GREATER, CHARPY V—NOTCH TESTING SHALL BE PROVIDED IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S5 ALL DESIGN AND TESTING OF THE BRACES AND CONNECTIONS SHALL BE IN CONFORMANCE WITH THE CURRENT OR S30, AS APPLICABLE, WITH A MINIMUM VALUE OF 20 FOOT—POUNDS AT 70 DEGREES FAHRENHEIT. EXCEPTIONS EDITION OF THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (AISC 341), AS WELL AS THE SHOWN IN THE AISC SPECIFICATION SECTION A3.1C MAY BE USED FOR MEMBERS THAT ARE NOT PART OF THE SEISMIC APPLICABLE CODES AND STANDARDS IDENTIFIED IN THE STRUCTURAL GENERAL NOTES AND PROJECT FORCE -RESISTING SYSTEM. IN ADDITION TO THE REQUIREMENTS OF AISC SPECIFICATIONS SECTION A3.1C, HOT- SPECIFICATIONS. ROLLED SHAPES THAT ARE PART OF THE SEISMIC FORCE -RESISTING SYSTEM WITH FLANGES OF 1 1/2 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V— NOTCH TOUGHNESS OF 20 FOOT—POUNDS AT 70 DEGREES FAHRENHEIT A THE CONTRACTOR TO SUBMIT CERTIFICATES OF COMPLIANCE FROM THE BRB FABRICATOR PER IBC 1704.2.5.2. TESTING IN THE ALTERNATE CORE LOCATIONS AS DESCRIBED IN ASTM A6 SUPPLEMENTARY REQUIREMENT S30. PLATES OF 2 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V—NOTCH TOUGHNESS OF 20 FOOT—POUNDS AT MASONRY 70 DEGREES FAHRENHEIT MEASURED AT ANY LOCATION PERMITTED BY ASTM A673. THE CONTRACTOR TO SUBMIT TEST REPORTS FROM MANUFACTURER'S AND SUPPLIERS CONFIRMING COMPLIANCE WITH LOCATIONS REQUIRING CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE BUILDING CODE. ALL HOLLOW CONCRETE MASONRY 1 CHARPY V-NOTCH TESTING. UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT. MINIMUM REQUIRED BLOCK COMPRESSIVE STRENGTH IS 1,900 PSI. ALL CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLID WITH CONCRETE GROUT. GROUT MIX THE SEISMIC FORCE -RESISTING SYSTEM (SFRS) INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED OUT SHALL CONTAIN PORTLAND CEMENT ONLY, AGGREGATE, AND A GROUT -ENHANCING SHRINKAGE -COMPENSATING IN ELEVATIONS AND MEMBERS CALLED OUT IN PLAN AS SUCH. THE CONTRACTOR TO SUBMIT WELDING PROCEDURE ADDITIVE. MAXIMUM SIZE OF AGGREGATE SHALL BE 3/8 INCH. SLUMP SHALL BE 8 TO 11 INCHES. WATER -REDUCING SPECIFICATIONS FOR COMPLIANCE OF CHARPY V NOTCH TOUGHNESS. ADMIXTURES MAY BE USED. MINIMUM GROUT COMPRESSIVE STRENGTH BASED ON 28—DAY TESTS SHALL BE 2,000 PSI AND GREATER THAN OR EQUAL TO THE SPECIFIED MINIMUM DESIGN STRENGTH. GROUT SHALL BE VIBRATED STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS AT THE MAXIMUM DECK SPAN LOCATION UNLESS WHILE PLACING TO ENSURE THAT CELLS ARE COMPLETELY FILLED. SUBMIT GROUT MIXES TO ARCHITECT FOR NOTED OTHERWISE. MINIMUM CONNECTIONS SHALL BE A TWO -BOLT CONNECTION USING 7/8—INCH-DIAMETER A325 REVIEW BEFORE COMMENCING MASONRY CONSTRUCTION. ALL UNITS SHALL BE LAID IN RUNNING BOND USING BOLTS IN SINGLE SHEAR. ALL HIGH -STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN TYPE S MORTAR WITH HEAD JOINTS. MASONRY MINIMUM DESIGN STRENGTH IS fm =1,500 PSI. ACCORDANCE WITH THE RCSC. BOLTS IN CONNECTIONS OF BEAM-TO-BEAM/GIRDER MAY BE SNUG TIGHT, UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). ALL OTHER BOLTED CONNECTIONS SHALL SATISFY THE CRITERIA REQUIRED MORTAR PROPORTIONS BY VOLUME FOR SLIP -CRITICAL CONNECTIONS UNLESS NOTED OTHERWISE AS SNUG -TIGHT. WHERE CONNECTIONS ARE NOTED AS SNUG -TIGHT, THE CONTRACTOR MAY INSTALL PER THE CRITERIA FOR SNUG -TIGHT BOLTS. SLIP -CRITICAL PORTLAND HYDRATED AGGREGATE MEASURED IN A CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL TYPE CEMENT LIME DAMP, LOOSE CONDITION BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS NOTED OTHERWISE. S 1 OVER 1/4 NOT LESS THAN 21/4 AND TO 1/2 NOT MORE THAN 3 TIMES THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON THE SUM OF THE VOLUMES THE DRAWINGS. OF THE CEMENT THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, STRUCTURAL DESIGN DATA ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS. LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1605 OF THE BUILDING CODE. Al THE CONTRACTOR TO SUBMIT CERTIFICATES OF COMPLIANCE FROM THE FABRICATORS OF THE STRUCTURAL STEEL AT COMPLETION OF FABRICATION PER IBC 1704.2.5.2. LIVE LOADS: LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS. STRUCTURAL STEEL WELDING SNOW LOADS: SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1608). STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS AND IN ACCORDANCE GROUND SNOW LOAD: Pg = 20 PSF WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. THE MINIMUM WELD SIZE SHALL BE 3/16 INCH. FIELD WELDING SYMBOLS HAVE IMPORTANCE FACTOR: Is =1.1 NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY TO SNOW EXPOSURE FACTOR: Ce = 0.9 COORDINATE THE USE OF SHOP AND FIELD WELDS. ALL PARTIAL JOINT PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS. ALL WELDS SHALL BE MADE USING LOW HYDROGEN THERMAL FACTOR: Phase 1: Ct =1.2 ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). LOW HYDROGEN SMAW Phase 2: Ct =1.0 ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS, OR SHALL BE REBAKED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REBAKED NO MORE THAN ONE TIME, AND FLAT -ROOF SNOW LOAD: Pf = 25 PSF ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1609). ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1. ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S BASIC WIND SPEED (3-SECOND GUST): Vult =115 MPH RECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALL RISK CATEGORY: III WELDERS AND THE SPECIAL INSPECTOR. EXPOSURE CATEGORY: B ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO 114 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED. INTERNAL PRESSURE COEFFICIENT: Phase 1: GCpi = 0.00 REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. Phase 2: GCpi = 0.18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS. BUILDING LOCATION: LATITUDE: 47.521N LONGITUDE: 122.301W DEMAND -CRITICAL WELDS ARE LOCATED AS SHOWN IN THE DRAWINGS AND AT A MINIMUM SHALL BE USED FOR THE FOLLOWING CONNECTIONS: I RISK CATEGORY: III 1. COMPLETE JOINT PENETRATION WELDS AT COLUMN SPLICES AT BRACED I IMPORTANCE FACTOR: le =1.25 AND MOMENT FRAMES. MAPPED SPECTRAL ACCELERATION PARAMETERS: Ss =1.52, S1 = 0.52 2. COMPLETE JOINT PENETRATION WELDS AT COLUMN BASE PLATES AT BRACED AND MOMENT FRAMES. SITE CLASS: F 3. DEMAND CRITICAL WELDS SHALL BE MADE WITH FILLER MATERIAL PRODUCING WELDS WITH CLARPY V-NOTCH SITE COEFFICIENTS: Fa = 0.90, Fv = 2.40 A TOUGHNESS PER SECTION 1.4.1(5) AND 2.2.2 OF AWS D1.1-08. SPECTRAL RESPONSE COEFFICIENTS: Sds = 0.91, Sd1 = 0.84 PROTECTED ZONES AND DIMENSIONS ARE AS NOTED ON THE DRAWINGS AND AT A MINIMUM SHALL BE PROVIDED FOR THE FOLLOWING SYSTEMS: SEISMIC DESIGN CATEGORY: D 1. BUCKLING -RESTRAINED BRACED FRAMES. LATERAL SYSTEM: BUCKLING RESTRAINED BRACES (BRB) ANCHOR RODS I RESPONSE MODIFICATION COEFFICIENT: R = 8 ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 2A THREADS, UNLESS NOTED OTHERWISE. FURNISH SEISMIC RESPONSE COEFFICIENT: NORTH -SOUTH: Cs = 0.143 ANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN EAST -WEST: Cs = 0.143 CONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR SECURING THE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED. A DESIGN BASE SHEAR: NORTH -SOUTH: V = 972 KIPS RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS EAST -WEST: V = 972 KIPS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS ANALYSIS PROCEDURE USED: MODAL ANALYSIS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL NOT BE USED LOAD PATH FOR LATERAL FORCES: LATERAL FORCES ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE EXCEPT AFTER EVALUATION BY THE CONTRACTOR'S ERECTION ENGINEER. AFTER BASE INSTALLATION, ANCHOR ROD BRACED FRAMES. MOMENTS, SHEARS, AND ROTATIONAL FORCES ARE DELIVERED TO THE FOUNDATION BY THE NUTS SHALL BE INSTALLED TO A SNUG -TIGHT CONDITION. NO HEATING OR BENDING OF THE ANCHOR RODS IS BRACED FRAMES IN PROPORTION TO THEIR ABILITY TO RESIST LATERAL DEFORMATION. PERMITTED. HOLES IN THE BASE MATERIAL SHALL NOT BE ENLARGED BY BURNING. ANCHOR RODS SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A153, G-90, FURNISHED WITH MATCHING GALVANIZED HEAVY HEX NUTS AND LOCK WASHERS. SHEAR CONNECTOR STUDS ALL SHEAR CONNECTOR STUDS SHALL BE 3/4 INCH IN DIAMETER UNLESS NOTED OTHERWISE. ACCEPTABLE TYPES . SHALL BE "TRU-WELD" (ICC—ES ER-3741) OR "NELSON" (ICC—ES ER-2614). SHEAR CONNECTOR STUDS SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY MANUFACTURER OF STUDS. STEEL STUD MATERIAL, WELDING, AND INSPECTION SHALL BE IN ACCORDANCE WITH AWS D1.1. SHEAR STUDS SHALL BE PLACED AT A MAXIMUM SPACING OF 2'—O" ON CENTER FOR ALL BEAMS SUPPORTING A STEEL DECK WITH CONCRETE FILL OR A CAST -IN -PLACE CONCRETE SLAB. THIS SPACING SHALL ALSO APPLY WHEN THE NUMBER OF STUDS IS NOT INDICATED ON THE PLANS. SEE "SHEAR STUD PLACEMENT" FOR LAYOUT CRITERIA. STEEL DECK SHOP DRAWINGS DETAILING THE SHEAR STUD PLACEMENT SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE INSTALLATION. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL ENGINEERING DESIGN REPORT ENTITLED "GEOTECHNICAL ENGINEERING SERVICES, MUSEUM OF FLIGHT COVERED AIRPARK TUKWILA, WASHINGTON FOR MUSEUM OF FLIGHT" DATED NOVEMBER 17, 2014, PREPARED BY GEOENGINEERS. REFER TO THIS REPORT FOR ALL GEOTECHNICAL REQUIREMENTS AND ANTICIPATED CONDITIONS BELOW GRADE. PILING: ALL PILES SHALL BE STEEL CONFORMING TO ASTM A252, GRADE 3, WITH SIZE AS NOTED ON THE DRAWINGS. DESIGN LOAD ON EACH PILE EQUALS 225 KIPS. PILES SHALL BE DRIVEN TO REFUSAL IN DENSE SAND WITH THE HAMMER RATING TO DELIVER NOT LESS THAN 75,000 FOOT—POUNDS OF ENERGY PER BLOW. Al PILE DRIVING SHALL BE MONITORED BY A QUALIFIED GEOTECHNICAL ENGINEER. THE DRIVING CRITERIA MAYBE MODIFIED TO SUIT THE SITE CONDITIONS ENCOUNTERED WHEN APPROVED BY THE ARCHITECT. OPTIONAL PILES OTHER THAN THOSE INDICATED ON THE DRAWINGS MAY BE PROVIDED. OPTIONAL PILES MUST BE SUPPORTED ON THE SAME SOIL STRATA AS THE PILES SHOWN ON THE DRAWINGS. IF THESE OPTIONAL PILES HAVE A LOWER CAPACITY THAN THOSE SHOWN ON THE DRAWINGS, THE MODIFICATION TO THE PILE CAPS MUST ALSO BE PRESENTED. A 2—WEEK MINIMUM TIME ALLOWANCE MUST BE MADE FOR THE ENGINEER TO REVIEW ALL OPTIONAL PILE AND PILE -CAP DESIGN. STRUCTURAL FILL ALL FILL PLACED TO SUPPORT SLABS ON GRADE, BEHIND PERMANENT WALLS, AND AROUND ALL DRAINS SHALL CONSIST OF WELL GRADED, GRANULAR MATERIAL PER THE SPECIFICATIONS. SOILS FOR STRUCTURAL FILL SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER. STRUCTURAL FILL SHALL BE PLACED ON SOUND NATIVE MATERIAL. PROOF -ROLL CUT AREAS WHICH PROVIDE SUPPORT FOR PERMANENT STRUCTURES. AREAS WHICH ARE EXCESSIVELY YIELDING, AS DETERMINED BY THE CONTINUOUS OBSERVATION OF THE GEOTECHNICAL ENGINEER, SHALL BE OVEREXCAVATED AND REPLACED WITH STRUCTURAL FILL. STRUCTURAL FILL SHALL BE PLACED PER THE SPECIFICATION. MISCELLANEOUS COLUMN SHORTENING AND BEAM DEFLECTION COLUMN SHORTENING WILL OCCUR DUE TO THE WEIGHT OF THE CONSTRUCTION ABOVE. THIS SHORTENING WILL CONTINUE UNTIL ALL OF THE DEAD LOAD IS ON THE STRUCTURE, INCLUDING THE CLADDING. THE COLUMNS SHALL BE FABRICATED LONGER THAN THE FINAL LENGTHS SHOWN IN THE CONSTRUCTION DOCUMENTS TO COMPENSATE FOR THIS SHORTENING. IN ADDITION, THE CONTRACTOR SHALL SUPPLY SHIMMING OR MILLING AS REQUIRED DUE TO NORMAL CONSTRUCTION TOLERANCES AND ERECTION PROCEDURES. DIFFERENTIAL COLUMN SHORTENING OCCURS WHEN COLUMNS STOP AT DIFFERENT LEVELS OR ARE SUBJECT TO TRANSFER BEAM DEFLECTION. FLOOR BEAMS, ESPECIALLY EDGE BEAMS, TRANSFER GIRDERS, AND CANTILEVERS WILL CONTINUE TO DEFLECT WHEN ADDITIONAL LOAD IS APPLIED. THESE MEMBERS HAVE BEEN CAMBERED TO COMPENSATE FOR THE THEORETICAL DEFLECTION. HOWEVER, THIS MAY NOT OCCUR UNTIL ALL THE DEAD LOAD IS APPLIED TO THE MEMBER. THE CONTRACTOR SHALL COORDINATE THE ATTACHMENT OF ANY ITEMS TO MEMBERS WHICH WILL CONTINUE TO SHORTEN OR DEFLECT DUE TO LATER STAGES OF CONSTRUCTION. TRUSS CAMBERS ARE BASED ON THE COMPLETED TRUSS ASSEMBLY PRIOR TO LOADING. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE CLADDING SYSTEMS, INCLUDING THEIR STRUCTURAL INTEGRITY, WATERPROOFING SYSTEMS, AND CONNECTION TO THE PRIMARY STRUCTURE. STRUCTURAL ELEMENTS AT THE BUILDING PERIMETER HAVE BEEN DESIGNED FOR THE VERTICAL LOADS SHOWN ON THE LOAD MAPS. CLADDING ATTACHMENTS SHALL NOT APPLY MOMENTS TO SLAB EDGES OR LATERAL LOADS TO STEEL BEAMS OR INTRODUCE TORSIONAL LOADS INTO STEEL BEAMS OR COLUMNS. BRACES, ADDED REINFORCING, AND/OR TIES SHALL BE DESIGNED AND SUPPLIED BY THE CONTRACTOR FOR LOAD ECCENTRICITIES AND LATERAL LOADS. THE CONTRACTOR SHALL SUPPLY ALL CONNECTION MATERIAL, BRACES, ETC. THE CLADDING SHALL ACCOMMODATE LATERAL MOVEMENTS BETWEEN SLAB ON GRADE AND ROOF AS FOLLOWS: STORY DRIFT FOR WHICH STORY DRIFT FOR WHICH CLADDING MUST REMAIN CLADDING ELEMENTS MUST NOT PARALLEL OR PERPENDICULAR GRIDLINE UNDAMAGED (INCHES) FALL FROM BUILDING (INCHES) TO WALL A 5 7 PARALLEL A 12 18 PERPENDICULAR Q 7 11 PARALLEL Q 12 18 PERPENDICULAR 1 & 21 11 16 PARALLEL 1 & 21 9 13 PERPENDICULAR MISCELLANEOUS METALS THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS THAT ARE INDICATED IN THE ARCHITECTURAL DRAWINGS OR THOSE METALS WHICH ARE FOUND TO BE NECESSARY TO SUPPORT THE ARCHITECTURAL FINISHES OR OTHER BUILDING SYSTEMS. ALL FRAMING AND CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT RESULT IN ECCENTRIC LOADS BEING APPLIED TO THE PRIMARY STRUCTURE NOR LATERAL LOADS BEING APPLIED TO THE BOTTOM FLANGE OF STEEL BEAMS. THE CONTRACTOR'S DESIGN SHALL VERIFY THAT THE CONNECTIONS DO NOT RESULT IN ADVERSE LOCAL CONNECTION STRESSES OCCURRING WITHIN THE PRIMARY STRUCTURE. SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED AND SHOP DRAWINGS INDICATING IMPOSED LOADS ON THE PRIMARY STRUCTURE. MECHANICAUELECTRICAL/PLUMBING SYSTEM SUPPORTS THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS AND SYSTEM SUPPORT COMPONENTS THAT ARE NECESSARY TO SUPPORT ALL MECHANICAL, ELECTRICAL (TELECON, AUDIO VISUAL, ETC), AND PLUMBING/FIRE-PROTECTION SYSTEMS. SUCH METALS AND SUPPORT COMPONENTS AND THEIR CONNECTIONS SHALL BE PROVIDED AS NECESSARY TO DIRECTLY AND CONCENTRICALLY IMPOSE LOADS ON THE PRIMARY STRUCTURE. STEEL ROOF DECK SHALL NOT DIRECTLY SUPPORT THESE SYSTEMS. THE CONNECTIONS TO THE PRIMARY STRUCTURE ARE SUBJECT TO THE REQUIREMENTS OF THE MISCELLANEOUS METALS SECTION ABOVE. BUILDING TOLERANCES STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE AND ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS. SEQUENCING CONSTRUCTION AND LATERAL STABILITY THE STRUCTURAL COMPONENTS BY THEMSELVES ARE A NON -SELF-SUPPORTING STRUCTURE. LATERAL FORCES DUE TO WIND, EARTHQUAKE, OR SOIL ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE LATERAL SYSTEM. CERTAIN ELEMENTS SHOWN ON THE STRUCTURAL DRAWINGS ARE REQUIRED FOR OVERALL OR LOCAL STABILITY OF OTHER ELEMENTS. IF, DUE TO SEQUENCING OF CONSTRUCTION, THESE STABILITY ELEMENTS ARE NOT IN PLACE, THE CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE TEMPORARY SHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. THE CONTRACTOR SHALL PROVIDE THIS SHORING/BRACING UNTIL THE REQUIRED STRUCTURAL ELEMENTS AND THEIR CONNECTIONS HAVE BEEN INSTALLED AND REACH THEIR FINAL DESIGN STRENGTHS. . REVIEWED This Plan was reviewed for general conformance with the following, as amended by the jurisdiction: Structural Provisions of the international Building Code ❑ Non -Structural Provisions of the International Building Code ❑ Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the laws of the oveming jurisdiction and the State of Washington. Jurisd/icstion GZ-ty pF T%J .�� BY Da REID MIDDLETON, INC. Code Review Consultant REVIEWED FOR CODE COMPLIANCE ArPPROVED JUN 04 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers . `1'{ I y 1W - I ; -/ 3 w =�► � - ,' -- - �._. I- -1-1111 w4=— #- 1 - - - CHAEL 8 ti 0� WAS$1 1 A�l 97 �,�,:�3w�(/G{,��� �` SIONAL�� Structural Permit Drawing Title GENERAL NOTES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 2 1 Permit Responses 3 1 05/08/2015 Drawn by SRT Checked by GSB Date 02120l15 Project No 99321.00 Consultant Proip^+ No 99321.00 Owner Prdect No Drawing No S0.02 , I DEFERRED STRUCTURAL SUBMITTALS SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR -DESIGNED COMPONENTS PER THE STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. THE CONTRACTOR WILL BE REQUIRED TO SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT, WHO SHALL REVIEW THEM FOR GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE CONTRACTOR SHALL SUBMIT THESE REVIEWED DEFERRED SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. THE FOLLOWING LIST INCLUDES THE ITEMS THAT ARE DEFINED AS DEFERRED STRUCTURAL SUBMITTAL COMPONENTS. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND CIVIL DRAWINGS FOR ADDITIONAL DEFERRED SUBMITTAL COMPONENTS. DEFERRED STRUCTURAL SUBMITTAL COMPONENTS: BUCKLING RESTRAINED BRACES Al MISCELLANEOUS REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, ELEVATOR, OR OTHER SPECIALTY ENGINEERING DRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING BUT NOT LIMITED TO: SIZE AND LOCATION OF CURBS, EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS, DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ARCHITECTURAL TREATMENT, ETC. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION. WHERE SECTIONS ARE INDICATED ON THE PLAN BY A NUMBER AND A DRAWING NUMBER THUS,1/S501, THE INDICATED SECTION (1) IS SHOWN ON STRUCTURAL DRAWING S501. SPECIAL INSPECTION THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION AND TESTING PER IBC SECTIONS 1704, 1706, 1707, AND 1708. THIS WORK SHALL BE PERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE CITY OF TUKWILA TO PERFORM THE TYPES OF INSPECTIONS AND TESTS SPECIFIED. THE FREQUENCY OF INSPECTIONS AND TESTING SHALL BE AS OUTLINED BELOW. DEFICIENCIES SHALL BE REPORTED DAILY TO THE CONTRACTOR. SUMMARY REPORTS SHALL BE DISTRIBUTED WEEKLY TO THE OWNER, ARCHITECT, CONTRACTOR, BUILDING OFFICIAL, AND STRUCTURAL ENGINEER. SEE THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION AND TESTING. SPECIAL INSPECTION CONCRETE THAT IS PART OF THE STRUCTURE, INCLUDING CONCRETE CAST ON STEEL DECK AND SHOTCRETE. VERIFICATION/INSPECTION/TESTING FREQUENCY REFERENCE 0. CERTIFIED MILL TEST REPORTS FOR SUBMITTAL ACI 318: EACH SHIPMENT OF REINFORCING STEEL 21.1.5.2; IN BOUNDARY ELEMENTS OF SPECIAL IBC:1708.2 REINFORCED CONCRETE SHEAR WALLS AND IN SPECIAL REINFORCED CONCRETE MOMENT FRAMES. 1. INSPECTION OF REINFORCING STEEL, PERIODIC ACI 318: 3.5, INCLUDING PRESTRESSING TENDONS, 7.1-7.7; AND PLACEMENT. IBC:1910.4 2. INSPECTION OF REINFORCING STEEL WELDING AND MECHANICAL SPLICING: A. VERIFICATION OF WELDABILITY PERIODIC AWS D1.4; OF REINFORCING STEEL OTHER ACI 318: 3.5.2 THAN ASTM A706. B. WELDING OF REINFORCING STEEL- CONTINUOUS AWS D1.4; RESISTING FLEXURAL AND AXIAL ACI 318: 3.5.2 FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. C. WELDING OF SHEAR CONTINUOUS AWS D1.4; REINFORCEMENT. ACI 318: 3.5.2 D. WELDING OF OTHER REINFORCING PERIODIC AWS D1.4; STEEL. ACI 318: 3.5.2 E. MECHANICAL SPLICING IN CONTINUOUS - ACCORDANCE WITH A CURRENT ICC-ES EVALUATION REPORT. 3. INSPECT BOLTS AND HEADED STUDS CONTINUOUS ACI 318: 8.1.3, (EXCEPT AT BEAM -TO -DECK 21.2.8 INSTALLATION) TO BE INSTALLED IN IBC:1705.1.1, CONCRETE PRIOR TO AND DURING 1908.5,1909.1 PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED. 4. INSPECTION OF ANCHORS INSTALLED PERIODIC ACI 318: 3.8.6, IN HARDENED CONCRETE. 8.1.3, 21.2.8 INSTALLATION OF MECHANICAL AND IBC:1909.1 ADHESIVE ANCHORS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND THE REQUIREMENTS OF THE ICC-ES REPORT FOR THE PRODUCT INSTALLED. 5. VERIFYING USE OF REQUIRED DESIGN PERIODIC ACI 318: CH 4, MIX. 5.2-5.4; IBC:1904.2, 1910.2,1910.3 6. AT THE TIME FRESH CONCRETE IS CONTINUOUS ASTM: C172, C31; SAMPLED TO FABRICATE SPECIMENS ACI 318: 5.6, FOR STRENGTH TESTS, PERFORM SLUMP 5.8; AND AIR CONTENT TESTS, AND IBC:1910.10 DETERMINE THE TEMPERATURE OF THE CONCRETE. 7. INSPECTION OF CONCRETE AND CONTINUOUS ACI 318: 5.9, SHOTCRETE PLACEMENT FOR PROPER 5.10; APPLICATION TECHNIQUES. IBC:1910.6, 1910.7,1910.8 8. INSPECTION FOR MAINTENANCE OF PERIODIC ACI 318: 5.11- SPECIFIED CURING TEMPERATURE AND 5.13; TECHNIQUES. IBC:1910.9 9. INSPECT FORMWORK FOR SHAPE, PERIODIC ACI 318: 6.1.1 LOCATION, AND DIMENSION OF THE CONCRETE MEMBER BEING FORMED. SPECIAL INSPECTION - STRUCTURAL STEEL AND WELDING STRUCTURAL STEEL THAT IS PART OF THE STRUCTURE. VERIFICATION/INSPECTION/TESTING FREQUENCY 1. MATERIAL VERIFICATION OF HIGH - STRENGTH BOLTS, NUTS AND WASHERS: A. IDENTIFICATION MARKINGS TO PERIODIC CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURER'S CERTIFICATE OF SUBMITTAL COMPLIANCE REQUIRED. 2. INSPECTION OF HIGH -STRENGTH BOLTING (SEE SPECIFICATIONS FOR PROCEDURES FOR INSPECTION AND TESTING): A. BEARING -TYPE CONNECTIONS. PERIODIC B. SLIP -CRITICAL CONNECTIONS. CONTINUOUS & PERIODIC 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL: A. IDENTIFICATION MARKINGS TO SUBMITTAL CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURERS' CERTIFIED MILL SUBMITTAL TEST REPORTS. 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: A. IDENTIFICATION MARKINGS TO SUBMITTAL CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURERS' CERTIFICATE OF SUBMITTAL COMPLIANCE REQUIRED. 5. INSPECTION OF STRUCTURAL STEEL WELDING: REFERENCE APPLICABLE ASTM MATERIAL SPECIFICATIONS; ACI 360: SECTION N3, N5.6, TABLE N5.6-1 AISC 360: SECTION N3, N5.6, TABLE N5.6-2 IBC: 1704.3.3 AISC 360: SECTION N3, N5.6, TABLE N5.6-3 ASTM: A6, A568; AISC 360: SECTION N3 ASTM: A6, A568; AISC 360: SECTION N3 AISC 360: SECTION A36: SECTION N5, TABLE N5.4-1T IBC:1704.2.5.2 A. COMPLETE AND PARTIAL JOINT O/P AWS D1.1; PENETRATION GROOVE WELDS. (SEE ALSO AISC 360 AISC 360:N5.4, TABLES N5.4 FOR DEFINITION)N5.4-1, N5.4-2, N5.4-3 B. MULTIPASS FILLET WELDS. O/P AWS D1.1; (SEE ALSO AISC 360 AISC 360: N5.4 TABLES N5.4 FOR DEFINITION) N5.4-1, N5.4-2, N5.4-3 C. SINGLE -PASS FILLET WELDS O/P AWS D1.1; > 5/16". (SEE ALSO AISC 360 IBC: 1704.3.1 N5.4 FOR DEFINITION) D. SINGLE -PASS FILLET WELDS O/P AWS D1.1; <- 5/16". (SEE ALSO AISC 360 IBC: 1704.3.1 N5.4 FOR DEFINITION) E. FLOOR AND ROOF DECK WELDS. O/P AWS D1.1; (SEE ALSO AISC 360 IBC: 1704.3.1 N5.4 FOR DEFINITION) F. TESTING OF WELDS PERIODIC AWS D1.1 6. INSPECTION OF STEEL FRAME JOINT PERIODIC AISC 360: SECTION DETAILS FOR COMPLIANCE WITH N5.7 APPROVED CONSTRUCTION DOCUMENTS: A. DETAILS SUCH AS BRACING AND STIFFENING, B. MEMBER LOCATIONS. C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION. 7. INSPECTION OF STEEL BUCKLING - PERIODIC IBC 1704.2.5.2 RESTRAINED BRACES (BRB) IBC 1705.2 SPECIAL INSPECTION - SOILS EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD -BEARING REQUIREMENTS (IN ACCORDANCE WITH THE APPROVED GEOTECHNICAL REPORT). VERIFICATION/INSPECTION/TESTING FREQUENCY REFERENCE 1. VERIFY MATERIALS BELOW SHALLOW PERIODIC IBC 1705.7 FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. 2. VERIFY EXCAVATIONS ARE EXTENDED PERIODIC IBC 1705.6 TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. 3. PERFORM CLASSIFICATION AND TESTING PERIODIC IBC 1705.6 OF COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, CONTINUOUS IBC 1705.6 DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL, INCLUDING THAT SUPPORTING SLABS ON GRADE. 5. PRIOR TO PLACEMENT OF COMPACTED PERIODIC IBC 1705.6 FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. 6. VERIFY USE OF PROPER MATERIALS, CONTINUOUS DENSITIES, LIFT THICKNESSES, AND PLACEMENT TECHNIQUES FOR BACKFILL BEHIND STRUCTURAL WALLS. SPECIAL INSPECTION - DRIVEN DEEP FOUNDATION ELEMENTS DRIVEN DEEP FOUNDATION ELEMENTS THAT SUPPORT THE STRUCTURE (IN ACCORDANCE WITH THE APPROVED GEOTECHNICAL REPORT). VERIFICATION/INSPECTION/TESTING FREQUENCY REFERENCE 1. VERIFY ELEMENT MATERIALS, SIZES, CONTINUOUS IBC 1705.7 AND LENGTHS COMPLY WITH THE REQUIREMENTS. 2. DETERMINE CAPACITIES OF TEST CONTINUOUS IBC 1705.7 ELEMENTS AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED. 3. OBSERVE DRIVING OPERATIONS AND CONTINUOUS IBC 1705.7 MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. 4. VERIFY PLACEMENT LOCATIONS AND CONTINUOUS IBC 1705.7 PLUMBNESS, CONFIRM TYPE AND SIZE OF HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE DESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY DAMAGE TO FOUNDATION ELEMENTS. 5. FOR STEEL ELEMENTS, PERFORM - IBC 1705.7 ADDITIONAL INSPECTIONS IN ACCORDANCE WITH THE STRUCTURAL STEEL INSPECTIONS SPECIFIED ABOVE. 6. FOR CONCRETE ELEMENTS AND - IBC 1705.7 CONCRETE -FILLED ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH THE CONCRETE INSPECTIONS SPECIFIED ABOVE. 7. FOR SPECIALTY ELEMENTS, PERFORM - IBC 1705.7 ADDITIONAL INSPECTIONS AS SPECIFIED IN THE APPROVED GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS. SHOP DRAWINGS SHOP DRAWINGS FOR REINFORCING STEEL AND STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. THE CONTRACTOR SHALL SUBMIT CONCRETE WALL ELEVATION DRAWINGS OF AT LEAST 1/8" =1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT DRAWINGS. DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD; THEREFORE, THEY SHALL BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THE ENGINEER OF RECORD. THE CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS FOR DEFERRED SUBMITTALS THAT ARE DEFINED AS DESIGN -BUILD COMPONENTS IN THE CONSTRUCTION DOCUMENTS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP FOR THE JURISDICTION WHERE THE PROJECT IS LOCATED AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. STRUCTURAL OBSERVATION THE ENGINEER OF RECORD SHALL PROVIDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT THE COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY IBC SECTIONS 110,1704, OR OTHER SECTIONS OF THE INTERNATIONAL BUILDING CODE. STRUCTURAL OBSERVATION REPORTS SHALL BE ISSUED TO THE OWNER, ARCHITECT, CONTRACTOR, AND BUILDING OFFICIAL AT SIGNIFICANT CONSTRUCTION STAGES. REVfEWED FOR CODE CQMPIIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural +Civil Engineers -y x w� T r Structural Permit Drawing Title GENERAL NOTES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 1 Permit Responses 03/20/2015 2 1 Permit Responses 3 05/08/2015 IRE W E M E REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02(20/15 Project No 99321.00 Consultant Project No 99321.00 Owner �'roject No SUP Me HANGING LOADS - UNIFORM PANEL POINT LOADS OPTION 1 NOTES: )RT 1. JOISTS SHOWN ON DRAWINGS ARE BASED ON UNIFORM LOADING PER "LOAD MAPS." 2. HANGING LOAD CONFIGURATIONS 1, 2 & 3 IN THE LOAD MAPS ARE SHOWN ON S103. EACH CONFIGURATION FOR LOADS ARE INDEPENDENT CONFIGURATIONS AND ARE NOT TO BE TAKEN CUMULATIVELY. AT CONFIGURATIONS 2 & 3, THE LOADING MAY BE APPLIED AT ANY PANEL POINT BETWEEN THE LOCATIONS SHOWN AND THE JOIST END. 1INk -0111AF -AilLi-mk- Ilk L FM I 1-W 5k -V JOIST TYPE 1 / 1A /1 B LOAD MAP 3132" = V-0" HANGING LOADS - SINGLE POINT LOADS OPTION 2 HANGING LOADS - DOUBLE POINT LOADS OPTION 3 5k LOAD COULD OCCUR ON THIS END OF JOIST AS WELL. HOWEVER, 5k LOADS WILL NOT BE APPLIED SIMULTANEOUSLY FOR THIS OPTION [,-- 5k 1� S REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2015 Es Gift' of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENC IC ASSOCIATES Structural + Civil Engineers ram: r M .: riN �� pg WA.4Z �Tp a 0 ^L .SSIONAL �r -y2p.IN Structural Permit ing Tit DESIGN JOIST LOAD LLOWAN ES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 D E'" EME REID MIDDLE -TON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No *rawing No 21 Al / S301 / / — — — i KIN / i - �- - -- --- _ -= = - - --� --- --- - - - -� - --- -------------- ------ --------1- --- - ---- ------------ P BF W10X3 S511 3 / W10X33 BF W14X109 (FLAT) (FLAT) W1OX33 - % W 10X33 — T L+7 / W24x76 f / / / — — -- (FLAT) f (FLAT) i i i i /— ----- /------- - ------------T------ — j-------r— --- — —,- -- --- ----- ----- — - — - j--- ----�'----------------------- ----------------------------------------------------------------------------=---------------- i---------------=------- - — -- — --- / ------ /-------- — --- -- f------ — —� --- ------ ------ i----- —-- ---------------------� ---------------------------------------------------------— - — - — - ---------� ------ /----- — —------1--------j--------/-------- -- = — / ------/-------- - — - — - — - ----------/---------,� -- —---/------- / / ----- ,---— - — - — - — — - — — - — - — M W247 / / — — — — — - — - — — — — — — - — — — — — — — — - — - — ------- - — - — — —------/=-------�-- — -- /----- --�=-- — ----------- — — — — --- — — --- ---/ ------7---------- f---------7'----- — �— ----- j-------- �------ %--- — — — f'-- ----- -�---- --- -- ---------------------� O � Sim - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------- ------ --------------- - - - - - ---------/----------------L--------- -- - --------------------L------ /----------1--------- ------- - - - - - - - - - - - --------------------- / i / l / l j l i / i / i / i / i i i i /� i l i / i i i i i /� i i i i % l % / i / i l i i /• /� i i i i - - - - - - - - - - - - - - - - - - - - - - - --- - -- --- -- - - - -`-------- -� - ---- ------ �'-------- ------�'--------�=-------/ --- ---------- 7= --- ---� - --- =-- - -- -- --- - /=-- - ------------------- ------ -�------- f----- -- - -- -- - ------------ ----- / i - - - - - - -- - - - -- /= - ---- -/-- - - - - - - ---- ---� -- - -- ------ -- -- - - -/L ------ �- - - - - - - - - - - - -- - --- f- - - 7--------- j - - - - - - - - - --�-- ---- -- -- -- - - - - - - - - - - - - - - - - - - / i - ----- ----- - --- --- - - ----- -- ------ - - - - -- - ----------,�--------------- ------------- -�----------- ----------- - --------- --- - --�-------� -- ----/---------- - ---�----------------/------ - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - H - - --- ----- ---------- - - - - ,- ----- - --- --�-- - ------------- f--- --- ------ - - --- -' -- --- - =------------------- ----------------------------------------- /---------/ ---- - --�= ------/--------- 7=-------- /= - ----- -----7=---- - / --- ---- / /-------- ------ ------ ------ ------ ------ - ----------------- /------ - ------------ ------- - -- ------ /------------------ --------/ ---------------------------------/-------- /------ ------ ^s �s - - - - - - - - - - - - - - - - - - - - - - - ------�„- --- -------- -=------- �= ----------------- --- ----------------------.---------- - - - - - - - - - ---- - - - - - - - - ------�=-- ---�------------------------------------------------ - ----- ----- - --- - - - -- - --�=- - - -- - - - -/--- ---- - --- ---- - -- ---- - -- % - --- ----- -- /= --- -- /= --- ---- - - - D ---- --- f-------- f- ----------- --- �-------- --- --- /--- ----------- g� - - --- - ----- --- ----- - ----- - --- --- -------� / / / / / / / / / / / / / / / / / / / �cs / — - — — - — - — - — — --� — — — — — — -- /----------4---------�------ l o� ----------------------- ---- - -- --------/------------- ------ - - - - - - - - - - - - - - - ----------L---------- - - - - - - - Z - - - - - - - -------J- - - - - --------------- -- - ---------- ------------------� - --- ----- - / / 7------------------------------------------------------------ - ----- ----- - --- - - --- ----=--- ------ --- - 7L------- �=--------------7= ------------- - ---- ------ f------- t-----=-------�' - - - - -- ----- ------ f-------- ----------------------------------------------------------- cl� \_9 — ----- — --- — — — -----� — — — -- /— --- -- ------ —----------------�-- — —--'�------ -- BF ------ — BF ---IL /------- —f --- — --�-- --- -- -- —-------------/-------------------------------------------------------------------- — - - - — -- A jif �26/ /• i i i f /' f i S301 / /• / i / /• i /, i /' i i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 GIRT FRAMING PLAN 1/16" = T-O" REFERENCE DFRAWINGS SO_ ABBREVIATIONS, LEGENDS, DRAWING LIST, GENERAL NOTES S1_ LOAD MAPS S2_ PLANS S3_ BRACED FRAME ELEVATIONS, DETAILS S4_ TYPICAL DETAILS S5_ SECTIONS AND DETAILS NOTES: 1. THE REFERENCE TOP OF STEEL ELEVATION IS 40'-0", UNLESS NOTED OTHERWISE. WHERE BEAMS ARE DESIGNATED "FLAT", THE PROVIDED REFERENCE TOP OF STEEL ELEVATION IS TO CENTERLINE OF BEAM WEB. 2. SEE BRACED FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATED ON PLANS. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of TukWila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNU S S ON KLEMENCIC ASSOCIATES Structural + Civil Engineers 8 "M ,- E k ��pRY S. B� j WA �Ccll Structural Permit Drawing Title TYPICAL GIRT FRAMING PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 p EWo��� L ._ L�l J , 0l: REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No TOP OF STEEL EL +77'-101/4" FOR END OF THIS BM AT CL COL Q/1 - TOP OF STEEL EL +76-101/4" FOR END OF THIS BM AT CL COL Q/1 (:DQ------- / / h TOP OF STEEL EL +74'-6 3/8" FOR END OF THIS BM AT CL COL Q/21 - — - — - — - — - — - �O 0S5 , , / y 4 101/2 BRACING, SEE 25/S511 i i i i i JOIST 113 / /; JOIST 1A ---12 - 011 N--------- — —------- — --- --- — ----- — --- ----- --- -- - JOIST / / / / / /------ ------- — / / / JOIST 1 o / OP OF STEEL / / / / i / / EL +78 -7 5/8 i i / � : � TYP S5811 SIM / M LlAJI/ ` FOR END OF THIS ` ` i i i JOIST 1A JOI / / / / / s S511 i i i i i i JOIST 1 i i i TOP OF ST `L / / i /V/i JOIST 1 i i (Y) — / / EL +78'-61 i i THIS END OF i i i i i i i JOIST 1A i ` TRUSS Ac`f L i ` ` ` , , / JOIST 1A i i /` i i i A/ ii i i / / / `% PTI): : Q ----------- ------ ----------= — --- —--------- = — --- / / / / / / JOIST1 / / / / / / / / JOIST /. ------------ --- ------ i i i i JOIST 1A i i / JOIST 1A ,' Al i i i INi JOIST 1 i /` i i i i / JOIST 1: E) --� /V ------ ------ -- ------ ----------- ------ ------ ------ — / It i i i i i i i i / / / ` %� JOIST 1A , / / JOIST 1A / . i i i i ` / ` ` ` ` // i ` JOIST 1 i ` i `, J------------------ ----- —-------------- -- JOIST / / / / / / /---------- ---------------- ---� /N/ /N/ /N/ /N/ i i JOIST 1 A i i i i i / --- / i JOIST 1A / i i i i i i i i i 50 INI �-- /N/ / JOIST 1 / / / �o / JOIST 1 ---------------------------------- ----- — — - — - — — — — — - — — — — / / / / / / / / 20 i i i i i i i JOIST 1A i i i i i i JOIST 1A 29i ,- / TYP AT WEST / 0 �/ / / ` ` ` ` JOIST 1 ` 11V i JOIST 1 i i i SIDE OF ROOF0 / / / / / / / / / / / TRUSS BOTTOM CAORD / , i i i i � i TOP OF STEEL EL +85'-7 7/8" , , , BRACING, TYP / , / / / / o RIDGS LINE OF ROOF / AT RIDGE (BENT EDGE BM) JOIST 1A , , , , , / / JOIST 1A cn i , _ _ _ ,� / / / w TYP AT GRID 1 &GRID 21 TOP OF STEE EL +85 -6 3/8 / / / / / / a- / i i i i i i i i i AT RIDGE P K OF TRUSS i / 0 / / 10 JOIST 1 ( ) , / / JOIST 1 � , s511 ------------------------------- -- / / / / / / / / — --- — --- —--------- --- ---------� JOIST 1A / / / / ; / / / JOIST 1A , , SEE NOTE 4 i / i / i JOIST 1 / i i F------------------------------ o , / / / / / / / / / / / /i JOIST1 ,i /�,% �`---------------------------------— - — - — - — - — - — F JOIST 1A / / / / / ' , / / JOIST JOIST 1 / , / i / / / JOIST 1 E----------------------------- — — --- --- — --- --- ----- — — --------- — --- — E s i i i i i i JOIST 1A i i i i JOIST 1A --------- TYP i i i i i JOIST 1 i i i i i i / JOIST 1 i p--------- --- ----- — --------------------------------------------------- — -- _ � co / / / / / / / / / TOP OF STEEL/ / TYP FALL ARREST EL +66'-9 5/8" YHIS i ANCHOR LOCATIONS / / ` ' / / , / ` , ` � ` � � � , � `SKYLIGHT, TYP / / JOIST 1A , , END OF TRUSS / SEE NOTV7 / JOIST 1A , , ; I, ATCLOFC L i i i i i i i i i i i / / ---------------------- JOIST 1 / / JOIST 1 / �/ — — --- ----- — — — ----- ----- — — —------- --- — — — c� i i�/ 12'- 0" i i i i i i i i i JOIST 1A i i i i i / / ` ` --- �----------. / / / JOIST 1A / ._', h TOP OF STEEL E �+66'-11 1/4" 1 / / / so / DASHED LINES INDICATE JOIST BRIDGING CENTER � , � / �` �� �� JOIST 1 / / BRACING, $EE 25/S511 4-101/2 , , FOR END OF TH BM AT CL COL , , / JOIST 1 / / / / LINE LOCATIONS, SEE TYPICAL JOIST BRIDGING DETAIL --- // / / � i � / `TYP AT EAST ------------------------------------------------------------- ---------------- 2 AT EQUIPMANT , h TOP OF STEEL EL-+55'-2 3/4" i i JOIST 1A i ; 0 �`� ; S511 PLATFORM BELOW ; ; i JOIST 1A i SIDE OF ROOF / FOR END OF THIS BM AT CL COL All / / / / / / / / / , , , , , , � TOP OF STEEL EL +55'-2 3/4" FOR END OF THIS BM AT COL A121 J01 T 2 BF ' / BF TYP AT JOIST 2 END, J01 T 2 / 2 TYP / 20 / 20 WF BM AT 15 � / � � / / S511 GRID Q SIM S511 GRID 9 & 13, / / / / S522 / INI T�P OF STEEL EL +56',-� 3/4" / / / S301 JOIST 3 SIM /' / / TOP OF STEEL EL -�6'-5 3/4" / � FOR END OF THIS JO,f'ST AT BOTH ENDS / / / T /OF STEEL EL +56'-2'3/4" / / TOP OF �TEEL EL +56'-2 3/4" � / / FOR END OF THIS JOIST AT BOTH ENDS Q�' / / / / / FOR END OF THIS BM A T CL COL A/9 / TOP OF STEEL EL �56-2 3/4" FOR EW OF THIS BM AT CL,COL Al9 1 FOR END OF THI 'BM AT CL COL A111 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 TOP OF STEEL EL +75'-9 3/8" FOR END OF THIS JOIST AT CL COL Q/21 — TOP OF STEEL EL +76'-81/2" FOR END OF THIS BM AT CL COL Q/11 TOP OF STEEL EL +76-11 1/2" 18 19 20 FOR END OF THIS JOIST AT CL COL Q/11 17 W14X68 HEADER 14 15 16 W14X68 HE DER / 12 / W14X68 HEADER g 10 s522 TYP / / JOIST 3 / / JOIST 4 8 7 17 W14X68 HEADER 6 s3o1 • S511 SIM 16/S511 SIM / / BF.... / / i JOIST 5 14X48 ' JOIST 4 TOP OF STEEL EL +75'-81/2" ; ; JOIST 1 B / / / / FOR END THIS JOIST AT CL QOL Q/11 W14X68 , , / / 2 AT EQUIPMENT / / I / S511 PLATFQ`RM BELOW i i / W14X48 ( ` ` JOIST 5 � � ,.�------------------- / / JOIST 1 ROOF FRAMING PLAN REFERENCE DRAWINGS NOTES: SO_ ABBREVIATIONS, LEGENDS, DRAWING LIST, GENERAL NOTES 1. SEE 26/S403 FOR BOTTOM OF ROOF DECK ELEVATION AT RIDGE. S1_ LOAD MAPS S2_ PLANS 2. REFERENCE TOP OF STEEL ELEVATION IS SHOWN ON PLAN. S3_ BRACED FRAME ELEVATIONS, DETAILS S4 TYPICAL DETAILS 3. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEEL ELEVATIONS. WHERE BEAMS OR BEAMS AND S5 SECTIONS AND DETAILS UMN ERS ATC OF UN OTE ER 2 4. STRUCTURAL ROOF DECK IS 1-1/2" 18 GAGE STEEL DECK SPANNING TO SUPPORT FRAMING. THE DECK SHALL BE FASTENED TO SUPPORTS BY ONE OF THE OPTIONS INDICATED IN THE "METAL DECK FASTENER SCHEDULE" ACCORDING TO THE "METAL DECK FASTENER LAYOUT" DIAGRAM. 5. REFER TO THE TYPICAL DETAILS FOR DECK SUPPORT AT SLOPED ROOFS AND STEPS. 6. SEE BRACED FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATED ON PLANS. 7. INDICATES FALL ARREST ANCHOR LOCATIONS. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS. REFER TO 24/S404 FOR TYPICAL DETAIL. 8. ALL ROOF BEAMS AND JOISTS ALONG GRIDLINES 1, 11, 21, A, AND Q ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM. 9. REFER TO S521 AND S522 FOR JOIST 1, 2, 3, 4, AND 5 ELEVATIONS AND DETAILS. METAL DECK FASTENER SCHEDULE LOCATION PNEUTEK FASTENER OPTION HILTI FASTENER OPTION SDI -APPROVED SCREW FASTENER OF ZONE 1 K66 @ 361714, SIDELAP @ 18" X ENP19 @ 36/7/4, SIDELAP @ 12" #12 @ 3617/4, SIDELAP @ 12" ZONE 2 K66 @ 36/7/4, SIDELAP @ 18" X ENP19 @ 36/7/4, SIDELAP @ 18" #12 @ 36/7/4, SIDELAP @ 18" ZONE 3 K66 @ 36/7/4, SIDELAP @ 24" X ENP19 @ 36/7/4, SIDELAP @ 24" #12 @ 36/7/4, SIDELAP @ 24" NOTES: 1. PERMISSIBLE SIDELAP FASTENING METHODS ARE PUNCHLOCK II (VCS2) FOR VERCO PLB-36 TYPE DECK OR DELTAGRIP FOR ASC DGB-36 TYPE DECK. METAL DECK FASTENER LAYOUT 21 REfiEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural +Civil Engineers z< u i Structural Permit Drawing Title ROOF FRAMING PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 2 Permit Responses 3 1 05/08/2015 11 REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No Q W1 dXFR SEE TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL BRACED FRAME ELEVATION AT GRID A WlAYRA T • .c LOW GIRT REF EL ------ 29'-311 S302 TYP I ' Level-101-0 ------------ 11 9 7 IA/4 AVAn 1A11AYAQ JCC I I r-IUj'kL VVIUC FLMIVVC UULUIVIIV DMOC r-L^ I C UFZ IPUL BRACED FRAME ELEVATION AT GRID Q 1/811 = 1'-011 Al G ----- \N14X6r - W14X68 SEE TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL BRACED FRAME ELEVATION AT GRID 1 28 1/8' =1'-0" SIM TOP 12 @ ROOF 'IRT REF -EL 40' - 0" �) TYP Level 0'-01, 2 SIM, TYP @ ROOF GIRT REF EL 40' - 0" )TYP 0'-off NOTES: 1. THE LATERAL BRACES ARE TO BE BUCKLING RESTRAINED BRACES (BRB). THE AVERAGE STEEL CORE AREA IS PROVIDED IN ( ) ON THE ELEVATIONS. 2. REFERENCE TYPICAL BRACED FRAME NOTES AND DETAILS SHEET S302. SEE SHEET S302 FOR DETAILS NOT SPECIFICALLY CALLED OUT ON THE ELEVATIONS. 3. SINGLE LINE DIAGRAMS INDICATE CENTROIDAL AXIS OF MEMBERS, UNLESS NOTED OTHERWISE. 4. BRB CASINGS SHALL BE NO WIDER THAN 16 INCHES IN PLAN. 5. ALL BEAM CONNECTIONS WITHOUT BRB CONNECTIONS ARE TYPICAL MOMENT CONNECTIONS UNLESS NOTED OTHERWISE. 6. ALL MEMBERS CALLED OUT ON THE BRACED FRAME ELEVATIONS ARE PART THE IC F RESI SYS 7. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEEL ELEVATIONS. WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT, MATCH TOP OF STEEL, UNLESS NOTED OTHERWISE. '--- SEE TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL BRACED FRAME ELEVATION AT GRID 1 1/8" = 1'-011 5 11 SIM, TYP 302 @ ROOF SAL GIRT REF EL 40'-011 02 TYP _ — Level 0'-0" GIRT REF EL� 40' - 0" "No Level 1 0'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers } .l CRY S. B� WASy� CID w� 3 60 O TU AL IONAL Structural Permit Drawing Title BRACED FRAME ELEVATIONS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 E"EME I D 6 20125 RfID INC., MIDDLETON, Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No L Vl 1 /811 = 1'-011 BRACED FRAME ELEVATION AT GRID 11 V Vl 1 /8" = 1'-0" CL COL CL BRB W/ CONN TO GUSSET PL PER MFR, TYP CJP / /- GUSSET PL W/ / CONN PER MFR / BM CL BM I / III - - - - - - - - - - - - -- 11 II \ II 11 WP I \ o \ SEE TYP STL CONN PER MFR, SEE "TYP I \ FRAME BM TO GUSSET" DET CONN TYPE C4 \. FOR ADDITIONAL I \ CJP T&B REQUIREMENTS \ I \ CL BRB �_w >—<TYP, WELD w PER MFR i PL TO MATCH BM FLG, ES T&B 9 BRACED FRAME - COL FLANGE CONDITION MFR TO USE REACTIONS IN "BM REACTION SCHED" TO DESIGN CONN. ERECTION BOLTS AS READ WELD TO 3 BM PER BRACED COL FACE FRAME EL PER MFR AT/- W SIM _ (3) SIDES WELD PER>—W i i SEE "TYPICAL STL CONN, MFR TYPE C5" FOR ADDL I REQUIREMENTS FOR CONN TO BM WEB. WELDS & PL SIZE PER MFR II II II I t L_ PL PER 9 OR 11 CJP WEB AS ON S302 T&B REQD CJP T&B TYP GUSSET PL (COL FACE AT SIM) -rVnln A I C0 A R flC DC A Ik A -rn nI I00r7-r CL COL CJP CL SEE TYP CONN TY FOR ADD REQUIRE CL BRB W/ CONN TO GUSSET PL PER MFR, TYP i GUSSET PL W/ CONN PER MFR BM U 0 CONN PER MFR, SEE "TYP FRAME BM TO GUSSET" DET CJP T&B ' \ � CL BRB w TYP, WELD WF COL i'i w PER MFR ' PL TO MATCH BM FLG, ES T&B BRACED FRAME - COL WEB CONDITION I � I I � /-- CL COL GUSSET PL W/ CONN PER MFR CL BRB W/ CONN PER MFR / TOP OF SOG CJP COL FLGS & WEB / WP BASE PL & ANCHORS I PER S303 / TOP OF PILE CAP F OR GRADE BM TO COLUMN FLANGE 2 SECTION �/_ CL COL GUSSET PL W/ I CONN PER MFR a / III I I /•. I'I rl / / CL BRB W/ CONN PER MFR / TOP OF SOG / CJP COL / FLGS & WEB I BASE PL & ANCHORS WP / I PER S303 TOP OF PILE CAP / OR GRADE BM TO COLUMN WEB NOTES: 1. PROVIDE GUSSET PLATE TO SATISFY BRB CONNECTION REQUIREMENTS AND DIMENSIONAL REQUIREMENTS AS NOTED ON SECTIONS AND DETAILS. BRACED FRAME - BASE PLATE CONDITIONS CAL BRB CL COL ,CL BRB \ i / DEEPER BM \ I / \ / VARIES CL --- — --- ------ --�— SHALLOWER \ / BM ------ — CL DEEPER BM SHALLOWER , WP ' BM GC RB 'CL BRB COL NOTES: 1. BRBS AND CONN DETAIL NOT SHOWN. CONN PER BRB MFR. BRACED FRAMES WITH UNEVEN BEAM DEPTH lLJ 1&( BEAM REACTION SCHEDULE BRACED FRAME BM LOC DL (KIP) S (KIP) E (KIP) REMARKS W14X68 - 26 14 47 -- W1 45 - 2 0 23 -- W18X130 - 54 35 87 -- NOTES: 1. "DL" IS THE VERTICAL REACTION DUE TO DEAD LOADS. "S" IS THE VERTICAL REACTION DUE TO SNOW LO S. "E" IS THE VERTICAL REACTION DUE TO EAR UAK DS IN ACCORDANCE WITH THE BUILDING CODE. LOADS ARE UNFA TORED. 0 2. WHERE NOTED, THE BEAM WEB IS TO HAVE COMPLETE -JOINT -PENETRATION WELDS AT TI-IG rr)KIAIG(`TI0KI TO TI-IG CI IDDr)DTIA1(2 GDAhAIAI(_ BRACED FRAME COLUMN ' BRB CASING SEE NOTE 2 Tr-------------------------------1r, NOTES: 1. SHADING INDICATES PROTECTED ZONE WHICH INCLUDES THE BRACE CORE EXTENSION AND GUSSET PLATE. MISCELLANEOUS ATTACHMENTS (CLADDING, PLUMBING, ETC) NOT PERMITTED IN THE PROTECTED ZONE. 2. WELDED (NO MECHANICAL FASTENERS) CONNECTIONS OF INTERIOR, NON- STRUCTURAL LIGHT GAUGE STUDS TO BRACE CASING ARE ACCEPTABLE IF APPROVED BY THE BRACE SUPPLIER AND THE ENGINEER OF RECORD ON A CASE -BY CASE BASIS. MAXIMUM OUT -OF -PLANE LOAD ON BRACE TO BE 10 PSF. SLIP TRACKS SHALL NOT BE USED AT BRACES SO THAT THE BRACES ARE NOT LOADED VERTICALLY. TYPICAL BRB PROTECTED ZONE BRACED FRAME CONNECTION NOTES 1. ALL CONNECTIONS SHOWN ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM. 2. ALL BRACED FRAME CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE BRB MANUFACTURER AND SHALL INCLUDE AT A MINIMUM THE BRB TO GUSSET, GUSSET TO COLUMN, GUSSET TO BASE PLATE, AND GUSSET TO BEAM CONNECTION. CONNECTIONS SHOWN AND SCHEDULED ARE INDICATIVE ONLY OF INTENT AND ARE TO BE USED AS A GUIDE BY THE BRB MANUFACTURER. INTEGRATE BRB CONNECTION WITH ADJACENT BRACING/ FRAMING CONNECTIONS FOR CONTINUITY. 3. ALL BRACED FRAME BEAMS ARE TO HAVE MOMENT CONNECTIONS TO COLUMNS. 4. ALL WORK POINTS AND DIMENSIONS SHOWN ARE THEORETICAL AND ARE BASED ON THE ASSUMED FINAL AS -CONSTRUCTED GEOMETRY. THE CONTRACTOR SHALL VERIFY ALL GEOMETRY BASED ON FINAL CONNECTIONS, FABRICATION/ERECTION TOLERANCES, AND THEIR MEANS AND METHODS OF CONSTRUCTION. 5. AT CONNECTIONS IN THE SPAN OF THE BEAM, THE BRB MANUFACTURER SHALL CONFIRM THE BEAM IS ADEQUATE UNDER THE BRB CONNECTION FORCES AND SHALL DESIGN AND PROVIDE WEB DOUBLERS PLATES AND/OR STIFFENERS SHOULD THEY DETERMINE THEY ARE REQUIRED. SEE THE TYPICAL DOUBLER PLATE DETAIL. 6. CONNECTIONS SHALL NOT RESULT IN ECCENTRICITY IN THE COLUMN AND/OR BEAM. ALL ECCENTRICITY SHALL BE RESOLVED WITHIN THE GUSSET CONNECTIONS. 7. CONNECTIONS SHALL CONSIDER ALL RELATED FRAMING CONNECTIONS, CONSTRUCTION TOLERANCES, AND OVERALL FRAME GEOMETRY. IN ADDITION, CONNECTIONS SHALL BE DEVELOPED CONSIDERING THE CONTRACTOR'S MEANS AND METHOD OF CONSTRUCTION. 8. ALL CONNECTIONS SHALL BE DESIGNED CONSIDERING THE WORST -CASE LOAD COMBINATIONS IN ACCORDANCE WITH THE BUILDING CODE. AT A MINIMUM, CONNECTIONS SHALL CONSIDER THE FOLLOWING: A. THE ADJUSTED CAPACITY OF THE BRB. B. BEAM REACTIONS PER THE BEAM REACTION SCHEDULE. C. BEAM FLANGES SHALL BE DESIGNED TO FULLY TRANSFER THE AXIAL CAPACITY OF THE FLANGES IN TENSION THROUGH THE COLUMN. D. BEAM CONNECTIONS TO A GUSSET PLATE (OUTSIDE THE CONNECTION) SHALL HAVE THE MINIMUM BOLTS PER THE TYPICAL BRACED FRAME TO GUSSET DETAIL. 9. INDICATIVE CONNECTIONS ARE SHOWN ON S302. CONDITIONS WILL VARY, AND SHALL BE DETERMINED AND DESIGNED BY THE BRB MANUFACTURER. 10. FOR BASE PLATES, REFER TO THE BRACED FRAME COLUMN BASE PLATE SCHEDULE AND TYPICAL BRACED FRAME COLUMN BASE PLATE DETAILS ON S303 11. ALL BRACED FRAME COLUMNS SHALL HAVE COMPLETE -JOINT -PENETRATION WELDS TO BASE PLATES. 12. FOR 1-1/2-INCH DIAMETER ANCHOR RODS, PROVIDE 2-5/16-INCH DIAMETER BASE PLATE HOLES. 13 TIGHTEN ANCHOR RODS SNUG TIGHT, AND TACK WELD NUT TO ROD TO PREVENT LOOSENING. 14. THE CONTRACTOR IS TO COORDINATE PLACEMENT OF ANCHOR RODS, AND WALL VERTICAL REINFORCING. 15. ALL PLATES SHALL BE A572, Fy = 50 KSI. 16. ALL BOLTS ARE 1-INCH A490-X-SC THROUGH STANDARD ROUND HOLES, UNLESS NOTED OTHERWISE. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of TukWila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers �y3 wog Structural Permit Drawing Title BRACED FRAME DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 ID REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No 3/16" MAX GAP h WEB MAX COPE OR BEVEL PLATE MAX COPE I 1/2" MAX SEE "BM TO BM" LENGTH 1/2" MAX LENGTH Z CONN FOR DIM (2) L4x4 (A36) LOC BOLTS PER (2) L5x5 SEE NOTE 1 = m a M m a U �, 7/8 L GAGE (A36) NOTES: TABLE A N N 00 (2) L W/ - 00 WIDE -FLANGE BUILT-UP BEAM MINIMUM NUMBER OF ZN ~ HORIZ SSL `" '- SAME NUMBER & THESE NOTES APPLY TO ALL CONNECTIONS UNLESS NOTED OTHERWISE. BEAM DEPTH DEPTHS INCH BOLTS REQUIRED �- °Ilo 0 I-ASIZE OF BOLTS ( ) 12 sIM o >- o 0 0 o IN EA ROW o a 61/2 MAX o °- I SECT CO ~ p SECT Z o COPE BOT FLG o 0 } 1. SEE PLANS FOR BEAM REACTIONS WHERE NO DETAIL IS NOTED. W8, W10, W12 8 TO 13 2 o I _ �,� USE APPROPRIATE TYPICAL DETAIL. W14, W16, W18 TO 19 3 I �, o - �, O ONLY WHEN REQD o 0 o I o o FOR ERECTION O W21, W24, W27 TO 25 4 I 2. THE MINIMUM NUMBER OF BOLTS IN A BEAM WEB CONNECTION SHALL W30, W33 TO 31 5 BOLTS, SEE NOTE 1 BOLTS AND PLATES o �, BE AS SHOWN IN "TABLE A." W36, W40 TO 38 6 SEE NOTE 1, TYP W44 TO 44 7 SEE NOTE 1 x W (2) L W/ HORIZ SSL 3. BEAMS SHALL HAVE STANDARD ROUND HOLES (STD), AND SHEAR TAB TO 50 8 SEE NOTE 1, Q �':E % SEE "TABLE PLATES SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES (SSL) TO 56 9 1/2" 2 TYP 1/2„ 2„ N BOLTS, SEE NOTE 1 C„ UNLESS NOTED OTHERWISE. TO 60 10 2 2" 1 1/2" MAX 2" FOR L4x4 BOLTED & WELDED BOLTED ONLY 4. BOLTS IN CONNECTIONS OF BEAM TO BEAM / GIRDER MAY BE SNUG TO FACE 2112" FOR L5x5 SECTION OF WEB TIGHT UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). SRG PARTNERSHIP, INC SKEWED BEAMS BEAM TO COLUMN FLANGE BEAM TO BEAM BEAM TO COLUMN FLANGE BEAM TO BEAM SECTION 5. WHEN CONDITIONS VARY FROM THOSE SHOWN IN THE TYPICAL STEEL DETAILS, NOTES: � � 7. WHEN THE ACTUAL WEB THICKNESS IS LESS THAN THAT SHOWN IN THE OR WHEN THE CONTRACTOR WANTS TO USE ALTERNATE DETAILS; DETAIL APPLICABLE CONNECTION TABLE, SCALE THE MAXIMUM REACTION BY 110 UNION, SUITE 300 NOTES: CONSTRUCTION ACCORDING TO THE "AISC MANUAL OF STEEL CONSTRUCTION." THE RATIO OF ACTUAL WEB THICKNESS TO MINIMUM WEB THICKNESS. sEATTLE, 6 9 98101 - 1. SEE "TABLE B" FOR ADDITIONAL CONNECTION REQUIREMENTS. 206 973 1700 TABLE C2 SUBMIT CALCULATIONS FOR ENGINEER'S APPROVAL. 2. WHEN REQUIRED NUMBER OF BOLTS DOES NOT FIT WITHIN BEAM DEPTH, OR WHEN THE 1. SEE "TABLE C" FOR ADDITIONAL CONNECTION REQUIREMENTS. 4. WHEN C2 CONNECTIONS LINE UP ON OPPOSITE SIDES MINIMUM SUPPORT THICKNESS 8. SEE "GENERAL NOTES FOR COPED BEAMS" FOR ADDITIONAL REQUIREMENTS REACTION IS MORE THAN THE MAXIMUM IN "TABLE B," USE "TYPICAL STEEL CONNECTION OF A SUPPORT GIRDER AND WELDS ARE USED, THE MINIMUM WHEN WELDED TO SUPPORT 6. CONTRACTOR SHALL COORDINATE THE BOLT SELECTION AND USE BETWEEN WHEN BEAMS ARE COPED. SRGPARTNERSHIP.COM TYPE C2" OR "TYPICAL STEEL CONNECTION, TYPE C1�0." 2. ONE ANGLE MAY BE FIELD WELDED AT CONTRACTOR'S OPTION. SUPPORT THICKNESS MUST BE GREATER THAN OR EQUAL BOLT FABRICATOR AND ERECTOR. TO THE SUM OF THE MINIMUM SUPPORT THICKNESS DIAMETER Fy=50KSI 3. FOR SKEWED BEAMS NOT MEETING THE LIMITS SHOWN IN SECTION, SEE "TYPICAL STEEL SINGLE PLATE SHEAR CONNECTIONS 3. TOLERANCE ON RETURN WELD SHALL BE +1/4 INCH, -0 INCHES. FOR EACH INCOMING C2 CONNECTION. CONNECTION, TYPE C8." 7/8" 0.26" DOUBLE ANGLE SHEAR CONNECTIONS MAGNU S S ON TYPICAL EL CONNECTION, PE 1 TYPICAL STEEL CONNECTION TYPE C2 EN R T NNE KLEMENCIC STEEL TYPE C GENERAL NOTES FOR STEEL CONNECTIONS ASSOCIATES 25 Structural + Civil Engineers COPE LENGTH CJP TYP TOP STIFF PL, TYP (SAME GRADE CJP T&B FLG, TABLE B TABLE C & THK AS BM TOP FLG) TYP TOP COPE CJP TYP SECT SECT N MAXIMUM REACTION TOP COPE ONLY TOP & BOTTOM COPE MAXIMUM REACTION NO COPE TOP COPE ONLY TOP & BOTTOM COPE _ . o MAXIMUM PLATE Fy (BEAM) = 50 KSI Fy (BEAM) = 50 KSI MAXIMUM ANGLE Fy = 50 KSI Fy (BEAM) = 50 KSI Fy (BEAM) = 50 KSI O I p a ° NUMBER OF WELD SIZE NUMBER OF WELD SIZE I I I 1 C-) w o BOLTS REACTION THICKNESS (IN) MINIMUM WEB MAXIMUM COPE MINIMUM WEB MAXIMUM COPE BOLTS REACTION THICKNESS (IN) MINIMUM WEB MINIMUM WEB MAXIMUM COPE MINIMUM WEB MAXIMUM COPE o I I o 01 1 1 pa o I O w (KIPS) (A36) (IN) THICKNESS (IN) LENGTH (IN) THICKNESS (IN) LENGTH (IN) (KIPS) (A36) (IN) THICKNESS (IN) THICKNESS (IN) LENGTH (IN) THICKNESS (IN) LENGTH (IN) ° I I ° SEE NOTE 1 0 1 1 0 `' a- 2 13 5/16 1/4 0.19 6 0.19 21/2 2 21 3/8 5/16 0.16 0.18 31/2 0.24 2 0 ( I o i p BOT COPE 3 27 5/16 1/4 0.20 41/2 0.21 21/2 3 44 3/8 5/16 0.22 0.28 31/2 0.34 21/2 N 4 44 5/16 1/4 0.23 7 0.26 4 4 71 3/8 5/16 0.27 0.36 61/2 0.42 4 _'� NOTES: TYPICAL COPED BEAM 0 5 56 5/16 1/4 0.24 9 0.27 5 0 5 100 3/8 5/16 0.30 0.42 7 0.48 41/2 2" SEE NOTE 1 m m SEE NOTE 1 WHEN X> 3" Ell "6 75 3/8 5/16 0.27 11 0.30 7 6 130 3/8 5/16 0.32 0.47 71/2 0.52 6 -1 BOT STIFF PL TYP SAME GRADE THESE NOTES APPLY TO ALL COPED BEAMS UNLESS NOTED OTHERWISE. co 7 83 3/8 5/16 0.27 14 0.29 10 M 7 160 3/8 5/16 0.34 0.51 91/2 0.56 7 CJP TYP ADD STIFF PL 8 91 3/8 5/16 0.26 18 0.28 14 ¢¢ 8 190 3/8 5/16 0.35 0.53 11 1/2 0.58 8 PROVIDE T&B FLG STIFF PL & THK AS BM BOT FLG + 1/4 ") 9 100 1/2 3/8 0.25 18 0.27 18 0 9 221 3/8 5/16 0.36 0.56 16 0.60 10 1/4 (SAME SIZE & GRADE AS 1 p 1. COPED BEAMS SHALL BE CHECKED FOR MINIMUM WEB THICKNESS AND MAXIMUM COPE TYP LARGEST BM FLGS LENGTH PER "TABLE B" OR "TABLE C," WHICHEVER IS APPLICABLE. COPE LENGTH IS 20- 10 108 1/2 3/8 0.25 18 0.27 18 10 250 3/8 5/16 0.37 0.57 171/2 0.61 101/2 1/4 ) AS SHOWN IN THE CONNECTION DETAILS. 11 116 1/2 3/8 0.25 18 0.26 18 11 280 3/8 5/16 0.38 0.59 18 0.63 12 12 124 1/2 3/8 0.24 18 0.26 18 12 310 3/8 5/16 0.38 0.60 18 0.63 141/2 - - - - - - - = 2. MAXIMUM TOP COPE DEPTH IS 2" FOR BEAM DEPTHS UP TO W18, 3" FOR BEAM W21 AND DEEPER. WHEN ACTUAL COPE DEPTH EXCEEDS MAXIMUM COPE DEPTH, ADD STIFFENERS PER "TYPICAL COPED WEB STIFFENER" DETAIL. NOTES: NOTES: 3" MIN, TYP 1/4 T&B FLG, 3. WHEN ACTUAL COPE LENGTH IS GREATER THAN SHOWN IN "TABLE B" OR "TABLE C," SECTION SECTION 1/4 TYP WHICHEVER IS APPLICABLE SEE "TYPICAL COPED WEB STIFFENER" DETAIL OR REDUCE 1. SEE GENERAL NOTES 1. SEE "GENERAL NOTES FOR COPED BEAMS." FOR COPED BEAMS." BEAM TO COLUMN FLANGE MOMENT CONNECTION BEAM TO COLUMN WEB MOMENT CONNECTION LENGTH.THE REACTION BY THE RATIO OF MAXIMUM COPE LENGTH TO ACTUAL COPE NOTES: NOTES: THESE REDUCTIONS ARE NOT ALLOWED BELOW THE HEAVY LINES SHOWN 1. SEE "TYPICAL STEEL CONNECTION, TYPE CV AND "TABLE B" OR "TYPE C2" 1. SEE "TYPICAL STEEL CONNECTION, TYPE Cl" AND "TABLE B" FOR ADDITIONAL IN THE TABLES. AND "TABLE C" FOR ADDITIONAL CONNECTION REQUIREMENTS. CONNECTION REQUIREMENTS. TABLE B TABLE C TYPICAL STEEL CONNECTION, TYPE C4 TYPICAL STEEL CONNECTION, TYPE C5 GENERAL NOTES FOR COPED BEAMS 8 9 10 11 12 3 SIDES TYP 5/16 2' - 3" EQ EQ 5/16 FULL DEPTH STIFF PL 1/2 W24 COL NEAR FLG 2" 1/2° 1/4 (4) 3/4" DIA AR 5/16 ABOVE & BELOW W14 1/4 W/ 1'-0" MIN EMBED NOT SHOWN SHALLOW BM, W14 GIRT, ON STIFF PL AR NOT SHOOWN R FLG SEE NOTE 1 I 0 0 � OC OCCURS N (WHERE W10 GIRT, WEB TO BEAR FIN COL END & - OCCURS) NOT SHOWN ON STIFF PL, BLOCK AS READ HORIZ STIFF PL3/4 BASE PL PER AISC I �- N , BASE PL1 trr-n o o W SECT W10 GIRT O -------------------- d I = W24 COL TOC EL PER PLAN 2 (4) 7/8" DIA A325 SC _ 1 � i � 5/16 a I mmv BOLTS, (2) EA FLG, ---- ; i i ' PL 3/8 A3601 �, �, NON -SHRINK GROUT CONTR SHALL HOLD LCOL5/1sLOC PER BM STD GAGE L i ( ) 2 3 �2"�, BASE PL RIGIDLY IN(a 1-------------- I ti PLACE WHILE I I (2) 7l8" o A325 BOLTS 1 GROUTING Ole 1'-10" am ' N 5/16 3 SIDES EQ EQ 5/16 OPP CONN WHERE OCCURS (3)1" DIA A490 SC BOLTS 5/1s (4) 3/4 DIA AR, GR 105 , 3 5/16 1/2" 5/16 ELEVATION 1 WI 1'-6"MIN EMBED 5/1s 5/16 2 L (2) STIFF PL3/8, ALIGN 1 0 o c� 0 1 WITH W10 FLGS ABOVE W24 COL SUPT BM NOTES: -0- -- STIFF PL 1/2, ALIGN 1. TIGHTEN ANCHOR RODS SNUG TIGHT AND TACK WELD NUT TO ROD TO PREVENT LOOSENING. BASE PL1 3l4 o wU' � I o � WITH W14 WEB NOTES: W14 COL PER PLAN ELEVATION SECTION 2. BASE PLATE HOLE DIAMETER AND PLATE WASHER SHALL BE SIZED PER "AISC MANUAL - TABLE 14-2" 5/16 H 1. PROVIDE THIS DETAIL FOR UP TO 8" DEEP BEAMS ONLY. USE "TYPICAL UNLESS NOTED OTHERWISE. THE WASHER SHALL BE A36 MATERIAL. AT CONTRACTOR'S OPTION, 5/16 I 5/16 R STEEL CONNECTION, TYPE CV FOR DEEPER BEAMS. OVER -SIZED HOLES WITH A STANDARD HARDENED WASHER MAY BE USED. �L COLca Iq c TYP GIRT(WEB VERTICAL TO COLUMN CONN TYP GIRT(WEB HORIZONTAL TO COLUMN CONN TYPICAL SHALLOW BEAM CONNECTION TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL PLAN 13 15 16 18 LU I " ¢ WP - 1 L6x4x5/16 U) 1/4 STIFF PL TO WP �pRY S. B� j CAP PL TO MATCH INCOMING ------- ------ - 1/4 BASE _ o� wAs�i G� L6x4x5/16 - BM FLG (3/4" MINIMUM), SEE _ - 1/2 TYP ,.-� _ - CONT HSS6x6x1/4 FOR DECK � ti -------------------- COL STD - 1 SUPPORT, SPLIT IN EQUAL PARTS �P ---- TYP C5 CONN FOR ADDL INFO _ WT PER "TYP J IST --------------- ---- 1/4 1 BEARING SEAT" ET I \ GAGE 1 i - - --------- -- -- -- ' i \ \ N P AT TYP AT I \ 1 ANGLE 1/4 \ O O CUT LINE 3/16 3-12 TYP ANGLE 1/4 \ -- -- -- \ TOS EL \ - - Structural Permit - - I STL ROOF DECK \ I I O TYP STIFF PL \ I I `��` _ � -' Drawing Title - I TO BM 1/4 1 1 TYPICAL STEEL DETAILS CAP PL A i i IF ES 7721 SECT I I BASE PL - II O � , STIFF PL1/2 ES INCOMING BM _ O i 1 I CTR ON COL WEB Drawing scales indicated O BM PER apply to 36" x 48" drawing NOT SHOWN I I I ___ -, PLAN BM PER sheets. Scale may not be O i i W24 COL BASE PL1/2 J PLAN WORK POINT FOR accurate it drawing plots are L_-_--__ _-- COL TO 4 7/8"DIA BM TOS less than this size. STIFF PL ES I CAP PL PL &BOLTS PER 5/16 O I r CAP PL A325 BOLTS 1 I I W24 COL AV TYP C5 CONN CAP PL3/4 WORK POINT IS AV STIFF PL I�I TOP OF CAP PL STIFF PL ES TO MATCH 1 NOTES: W24 COL I i AT CL COL Revisions NOTES. INCOMING BM FLG, BASE PL & CAP PL No. Description Date BM PER PLAN i l SEE TYP C5 CONN FOR 1. SEE 30/S403 " TYPICAL JOIST BEARING SEAT" DETAIL FOR BM PER PLAN 1 Permit Responses 03/20/2015 1. SE 30/S403 " PICAL J IST BEARI G SEAT" ETAIL FOR INFORMATION NOT SHOWN. SECTION A ;II ADDL INFO INF RMATION OT SHOW SECTION A SECTION B I TYPICAL ROOF BEAM TO COLUMN DETAIL I W24COL TYPICAL COLUMN TOP PLATE WITH JOIST BEARING ON BEAM ROOF DECK BEARING AT BEAM 20 22AV 23 RIDGE STIFF PL 0 JOIST TOP 5/16 m 01�51 CHORD TYPCn STIFF PL 0 55' DBL ANGLE, 5/16 2 STIFF PL7/16 WP I 3116 312 TYP 5/16 O i I TYP STL ROOF DECK _ 1 0 _ 2L4x4x3/8x0'-6" ----------------- --- ---- - ----- WT15x45 BTWN JOISTS, TYP -------- �, ST CK TYP 5/16 \ � 5/16 2-12 TYP AT BM N 1 5/16 2-12 12 AO c? \ • �, - - - - ----------------- 13/4 _N BRG PL1x6x0'-10" " - __ \•\ G tip SECT 11/2 1'rtr,6 CI STIFF PL5/8 TYP STL ROOF DECK i CONT BENT PL3/8 - - _ - - - - _ _ _ _ - - _ FIT TO BEAR \ \ RElD MilDDLETO%I, INC. 12 - TOP OF BEAM OR (2) 3/4"o A325 1 1/2" Drawn by 2 7/8 �- - _ 0 TRUSS CHORD I 5/16 ERECTION BOLTS TYP SRT JOIST TOP CHORD �Io EV WED FOR Checked by 5/16 0IU LADE COMPLIANCE GSB 1 WIC APPROVE Date 5/16 m, 02/20/15 JOIST TOP CHORD 5/16 U) JUN 0 4 2015 Project No WORK POINT FOR 99321.00 JOIST TOS JOIST TOP CHORD PROVIDE TAPERED WASHER FOR city of-�Vkyjja Consultant Project No FULL BEARING AGAINST BEAM SECTION A SECTION B BUILDING DIVISION 99321.00 FLANGE OR BEARING PL AT TRUSS Owner Project No Drawing No ROOF DECK BEARING AT JOIST ROOF DECK BEARING AT RIDGE ROOF DECK BEARING AT JOIST TYPICAL JOIST BEARING SEAT 25 26 27 30S403 24 TYP IIDTH -O" TYP SPOT WELD EA FLUTE L'+A%JA lilt A VVIJTH OF OPNG Kv SECTION A SECTION B NOTES: 1. INSTALL REINFORCING BEFORE CUTTING HOLES. 2. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH MECHANICAL AND ELECTRICAL CONTRACTORS. 3. THE OPENING NOTED REQUIRES A CLEAR SPACING FROM ADJACENT OPENINGS OF THREE TIMES THE MAXIMUM OPENING DIMENSION. IF REQUIRED LAYOUT CANNOT CONFORM TO THESE REQUIREMENTS, REINFORCE GROUP AS IF ONE COMBINED PENETRATION. TYPICAL ROOF DECK - OPENING T-0" AND LESS HOOK BY OTHERS i CAP PL1/2 --\ i 5k (IN ANY DIRECTION HORIZONTALLY) ! i 5" DIA STD PIPE PL1 x7x0'-7" —\ NOTE: 0 1. SEE 20/S522 FOR BRACING CONNECTIONS NOT TTYPl �AL F LL RE AID 3 x LARGEST HOLE -- SIZE OR ADD REINF HOLES LESS THAN 6" DO NOT REQUIRE REINF, PROVIDED IT DOES NOT CUT MORE THAN ONE WEB OCC AI/1TC 7 WISOP-4-Ar-- 1/4 ST TOP CHORD )WN 1REVIEWED FOR CODE COMPLIANCE . APPROVED I• IOR JUN 0 4 2015 City of TUM a BUILDING DIVISION SEE NOTE 3 0 TO V-6" SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers 4 r GpRY S. INASyj O� T L `rsl NA 3.2 Structural Permit Drawing Title TYPICAL STEEL DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 D E"EWE 2 r n REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 - Owner Project No Drawlaa No WWI SEE TYP JOIST TRUSS SUPPORT DETAIL Zz W pO �4)0 TRUSS ELEVATION AT GRID 11 1/8" = 1'-0" SEE TOP CHORD AT RIDGE DETAIL —\ co FABRICATE TRUSS WITH 41/4" UPWARDS CAMBER AT ROOF RIDGE t L CHORD SPLICE 0 EQ I EQ ~ U O I i cn H I 5 O O S503 --I--- W14442 I 04) �4 ! NOTES: 1. SEQUENCE "A" INCLUDES ALL STRUCTURE ALONG GRID 11. SEE 12/S501 FOR TRUSS SEQUENCING REQUIREMENTS. (tL CHORD SPLICE EQ ! EQ I SEE TYP TOP OF VERT WEB MEMBER CONN 14 ' S502 r j �I OI 9 OI S503 - - -- • W14x342 n CL TOP CHORD I I , CL BOT CHORD Q _-J --J REVIEWED FOR BODE COMPLIANCE APPROVED JUN 0 4 2015 L Cit/ Of Tukwila UILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers vy S f z= ry Iy= �vbeb ay t > ram: W S. p� WASfj w ^ URAL Erb' ti� �SSIONAL 3 Structural Permit Drawing Title TRUSS ELEVATION Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 C ,i ,a `,i r r' }' REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No PHASE 1 ROOF SEQUENCE PLAN `Jvl 1/32" =1'-0" Drawing No TRUSS TOP CHORD, CONN TO JOIST NOT SHOWN N e-- I II I II I 1 I C\, �' LI I GUSSE PL5/8 S OF I ii 1 TRUSS , FIT TO I I BEAR ON TOP CHORD TYP 5/16 11 FLANGES 5/16 I I 1" 2" 11 2" 1" (6)1" DIA A490X BOLTS 11 IN STD HOLES IN EA FLG II II I TRUSS VERT ATYPICAL TOP OF VERTICAL WEB MEMBER CONNECTION J 1 1/2" =1'-0" CONN TO JOIST NOT SHOWN CJP WEB & CL TRUSS VERT FLGS AT MITER WP CL TOP CHORD 7 :1 -------------- _ r----------i N I O O I 5/16 I I 5/16 TYP O I 01 .__I2 1 I GUSS T PL5/8 N I I 1 OF TOP , II SEE 2/S502 SECTION II 211 1 1i (8)1" DIAA490-SC BOLTS 1 IN STD HOLES IN EA 11 VERT FLG. PROVIDE II CLASS B FAYING SURFACES I D7TOP CHORD AT RIDGE DETAIL 1 1/2" =1'-0" =T PL ES OF 3 VERT 3 SIDES, SEE NOTES 1 & 2 3 VERT SECTION NOTES: 1. IF SHIM PLATE THICKNESS IS 1/4" OR LESS, NO WELDING REQUIRED. 2. FILLET WELD SIZE "W" = "T" -1/16 INCH. TYPICAL SHIM WELD DETAIL 1 1/2" = V-0" TRUSS BOT CHORD W/ STD HOLES N r OF SECTION (2)1" DIA A490 BOLTS SNUG TIGHT IN EA I I CHORD FLG, SHIM AS REQD I I I I 5/16 I I TYP 5/16 NOTES: 1. ALIGN SLOTS WITH LONGITUDINAL AXIS OF TRUSS BOTTOM CHORD. 2. IN INITIAL, UNREFORMED POSITION, BOLTS ARE LOCATED ASYMMETRICALLY IN SLOTS AS SHOWN (+/-1/4"). LARGER GAP IS TOWARDS THE COLUMN. TYPICAL BOTTOM CHORD AT COLUMN CONN 1 1/2" =1'-0" SHIM PL THK "T" 31/2" 31/2" 1" Q NIN DWWO 1„ WP I T WP TYP — -----4r ------------- — I ------ ------- -- -- B SECT 1 °, TYP \ CAP PL13/4" NOTES: 1. SEE 30/S403 "TYPICAL JOIST BEARING SEAT" FOR INFORMATION NOT SHOWN. vim IN .il_ • . moo , 1 1/2" = 1'-0" CL TRUSS WEB MEMBER \ I TYPE "A" IF (4) BOLTS PER FLANGE PER ROW CL TRUSS WEB MEMBER ROOF DECK WT, NOTCH AS REQD AT CAP PL, TYP CAP PL TO 5/16 V W14, TYP 5/161>TYP i5/16 3" M1N-�(P TRUSS TOP CHORI SECTION A GIL SPLICE I SECTION B 0 8" TAPER 0 SIDE PL3/4 ES NOTES: ------EL CHORD 1. SPLICE PLATES SHALL BE INSTALLED AFTER WF FLANGE AND WEB WELDS PER "TYPICAL CHORD SPLICE" DETAIL ARE COMPLETE AND HAVE BEEN FULLY INSPECTED. 2. ALL PLATES SHALL BE Fy=50 KSI, ASTM A572 GR 50 UNLESS NOTED OTHERWISE. 3. ALL PLATE MATERIAL TO BE TESTED FOR CHARPY V-NOTCH TESTING IN SMALLER ACCORDANCE WITH ASTM A6, SUPPLEMENTARY REQUIREMENT S5. CHORD FLG 4. ALL BEVELS SHALL HAVE A MILLED FACE. 5. PARTIAL PENETRATION WELD SIZES ARE CALLED OUT AS EFFECTIVE THROAT THICKNESS. L S USING 2" NO WEL I 2" NO WELD WELD 4" TAPER WEL " TAPER WELD 1' - 8" � 1' - 8" 8" TA 51 FULL WELD FULL WELD ••• �'I',� DET WHERE FLG I THICKNESSES VARY �L SPLICE U PLAN VIEW NOTES: 6. ALL PLATES SHALL BE U TRASONICALLY TESTED FOR LAMINAR DEFECT ASTM A578 - LEVEL 1. 1 1. SEE "SPLICE FLANGE AND WEB TRANSITION" DETAIL FOR WELDS AT TRUSS CHORD SIZE AND CENTERLINE TRANSITIONS. 7. ALL WELDS SHALL B MAGNETIC -PARTICLE STED AFTER THEY ARE COMPLETE. TAPER SIDE PL 8. WHEN W MEMBER SIZE CHANGES AT SPLICE, SEE "SPLICE FLANGE AND WEB TRANSITION" DETAIL. 2. AT TRUSS BOTTOM CHORDS, ADDITONAL SPLICE PLATES PER THE "BOTTOM CHORD SPLICE SIDE PLATE" DETAIL SHALL BE USED. ATYPICAL CHORD SPLICE l 3/4" - 1'-0" TYPE "B" IF (2) BOLTS PER FLANGE PER ROW /— GUSSET PL ES OF TRUSS WEB MEMBERS ;2N Q NOTES: 1. ALL BOLTS ARE 1" DIAMETER A490 IN STANDARD HOLE UNLESS NOTED OTHERWISE. SHIM AS REQUIRED. 2. GUSSET TO BRACING CONNECTION (WHERE OCCURS) NOT SHOWN. 3. SEE EACH CONNECTION'S SPECIFIC DETAIL FOR BOLT TYPE NOTES, BOLT QUANTITIES, BOLT LAYOUT, GUSSET THICKNESS, GENERAL GUSSET GEOMETRY, AND WELD FROM GUSSET TO CHORD. 4. FOR SHIMS THICKER THAN 1/4" SEE "TYPICAL SHIM WELD DETAIL". TYPICAL TRUSS INTERIOR CONNECTION �v f 1 1/2" = T-0" BOTTOM CHORD SPLICE SIDE PLATE 314" = 1'-0" TRUSS CHORD SEE EL, TYP ES OF SPLICE CL CHORD L SPLICE PLAN VIEW 2.5 CID a 1 ALIGNED FLANGE THICKNESS TRANSITION NOTE: BOTTOM FLANGE SHOWN, TOP FLANGE OPPOSITE NOTES: 1. SEE "TYPICAL CHORD SPLICE" DETAIL FOR ADDITIONAL INFORMATION. SPLICE FLANGE AND WEB TRANSITION v V' 3/4" = 1'-0" LARGER CHORD �5 OAK FLG DETAIL SECTION PER WELD 0 SIDE PL PER "BOTTOM CHORD SPLICE SIDE PLATE" DET, TYP ES WHERE OCC REVWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION SIDE PL SECTION 0.71(T2) SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers ........ . x, 4 s pe r� _ "" ! ONAL Structural Permit Drawing Title TYPICAL TRUSS DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 REID MIDDLETON, INC. Drawn by SRT Checked by GSB (24)1"0 A490-X BOLTS PER FLANGE, SHIM AS REQD Z- : 1/2" 000 C, - .11000 1-1-1-0 0� -_ ' 00 I 0 I III O (:),1 0------- (12) BOLTS EA FLG 1 I I 1 1 I 1 1 I Al I I 0\ 0 I 1 I I I i i 34" MIN 10 10 I 1 I 1 I 1 0 01 \ 1 0 0� \ I \ II I I i (18) BOLTS 1 I 0 0 I 1„ \ �.� EA FLG (16) BOLTS EA FLG I ' ` A I I \ .' \ I I .' 0 ` A 1 a , ,-\ 0 \ I I 1 �'' \ O 0 �/ \ I I I I I \0 \ \ GUSSET PI-5/8 ES 0 0 \ �\ \0 \ 1 1 1 \ 0 \ � \ 1 1 211 311 I 1 1 /2" \ 0 \ I 1 \ 0 \ I I 1 `\P \ 1 I I 1 I I \ � I I NOTES: GUSSET PL1 ES 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION, DETAIL NOTES: 1 �� 1. "TYP TRU TERI ONNE N" FO DITIO INFO ION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. TYP A (12) BOLTS EA FLG - (16) BOLTS EA FLG 0 NOTES: 1. "TYP TRU TERI ONN N" F DITI INFO TION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. 5/16 36 TYP\\ 1/2 34 TYP \.�\\\ 5/16 36 TYP \, 0 \ 1/2 34 \ / / \ O \ \ / � j ( \ (12) BOLTS / / \\ \ \`\ FOR CONN TOTHIS / T`�-,% \\ \ \ Al EA FLG / O � \\ \ O `\ WEB MEMBER,1 "0 A490-SC / / (12) BOLTS \\ ` BOLTS, PROVIDE CLASS B / O O / ` 0 EA FLG / / \ \ \ FAYING SURFACES ; / \ `�\ / 0 i `\ Al / 0 / (10) BOLTS EA FLG „ O O� (10) BOLTS GUSSET PI-5/8 ES 0Al EA FLG ii \ / (12) BOLTS EA FLG \�\ FOR THESE WEB MEMBERS, 0 USE 1 "0 A490-SC BOLTS, GUSSET PI-5/8 ES PROVIDE CLASS B FAYING SURFACES NOTES: 1. "TYP TRUS BRIO NNE " FO ITIO NFO ION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. NOTES: 1. "TYP TRUS BRIO NNE " FO ITIO NFO ON. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. 1 1/2" =1'-0" J 1 1/2" =1'-0" 1 1/2" =1'-0" 1 1/2" =1'-0" 1 1/2" =1'-0" ---------------- --- _ -:,/ -_ _ -----------------------------------------= - - --_ - ------------------------- ---_-,/� - -_-------------- --------------- T�------------------ /------------- s - \ / \ A(20) BOLTS EA FLG / o /� \ / /� \ / O \ C l / ���` �,� 1/2 43 �.�\ ����\ 7/16 35 \ `\ / / ��� \/�' \ 1/2 43 TYP /' ��� ��\�' \� 7/16 35 TYP / C / O / ' 0 / � � � �1 0 \\\ (12) BOLTS / � � � � � \ � \ 0 / / O �/ � 0 \ O \ 0 EA FLG / � , \ 0 � \\ � , \� O / O O / � O \ Q \\\ O / O O / \\\ \ \ (6) BOLTS O / \\ O \ to / / \0 \ \ / \ O \ \ EA FLG „ / ;0 \ / O OCZ 1�� \` 0 \ �� / \\ \ 8 BOLTS EA FLG \\ / 0 \ \\\ \ \\ (16) BOLTS EA FLG Of O GUSSET PI-5/8 ES GUSSET PI-5/8 ES ; \"\ GUSSET PI-5/8 ES \\\ y FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. D I 6 1 1/2" = V-0" TYP Q (16) BOLTS EA FLG - NOTES: ' 1. E "TYP TRUS NTERIO CONNE ON" FO DDITIO L INFO TION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. 1 1 /2" =1'-0" FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. 2. WH RE WELD BETWEEN GUSSET PLATE AND CHORD LANGE CANNOT B - MADE DUE TO GEOMETRY, SEE 15/S504. -D I 111211 = 1'-0" CJP EA FLG CONN NOT SHOWN I 1 'I III I 1 ------------- Z I 1 1 I 1 NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. 2. WHERE WELD BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. Q D I l 1 1/2" = V-0" j III (18) BOLTS I EA FLG TYP EA FLG 11/16 Ill I 30 / (9/16) 30 /• I lil I,I 11/16 44 TYP EA FLG (9/16) 44 / / • I i I I 1 (20) BOLTS A EA FLG 1I1 GUSSET PI-7/8 ES /0 GUSSET PI-7/8 ES // % O / �/ I!I (20) BOLTS EA FLG ; / I I / I Ot III / , O / O �� 1 1'I / / / III / 1I1 I O / III I,1 1 NOTES: 1 1. E "TYP L TRUS NTERIO CONNE ON" FO DDITIO L INFO TION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. 1 1/2" = V-0" ` II O II II \ 0\\\ \ I I \\ \ \ I I I \ O \ O \� \ \ 1 II \\\ O \ ��� I I I ---------- ---_- - -------------- 3/8 32 TYPAl 1 (8) BOLTS / f 1/0 / / \O (12) BOLTS EA FLG EA FLG ; 0 / \ O \ \O / \ \ 0, FOR CONN TO THIS // / \\\0 \\\ WEB MEMBER, 1 0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES GUSSET PI-5/8 ES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT B`EMAD�E DUE TO GEOMETRY, SEE 15/S504. 1 1/2" = 1'-0" \0 I GUSSET PI-5/8 ES \O I \ I i (16) BOLTS EA FLG 0 \ 10 O 0 '\ I I I \ ;0 O I 0 OI 0 (16) BOLTS 0 0 I I EA FLG - 100 I 00 3/8 35 \ \ 1 TYP 3/8 35 TYP/-1 \ I / NOTES: 1. EE "TYP AL TRU INTERI CONN ION" FPRADDITI L INFO ATION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. 13 V-0" NOTES: 1. -SEE ------------ -- = 1 _ __ _-_------------------ 1/2 32 / � \ �\` 5/8 37 1/2 32 TYP (10) BOLTS / i '� \ O \ 5/8 37 TYP EA FLG / O (12) BOLTS EA FLG /� / /� 0 \ `\ �/ O / \\ O \ O ` (16) BOLTS / \O EA FLG Al (6) BOLTS EA FLG GUSSET PI-3/4 ES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. 2./'WH'ERE WELDS�BETW�EEG`USSET�PLAT`EAND �CHORDFLANGE CANNOT BE MA DUE TO GEOMETRY, SEE 15/S504. 1 1/2" = 1'-0" GUSSET PI-5/8 ES GUSSET PL3/4 ES (12) BOLTS EA FLG 0 (10) BOLTS EA FLG TYP 7/16 34 Al (6) BOLTS EA FLG NOTES: 1. E "TYP L TRUS NTERIO CONNE ON" FO DDITIO L INFO TION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. (12) BOLTS EA FLG REWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENC IC ASSOCIATES Structural + Civil Engineers �t i tip,. N Structural Permit Drawing Title TYPICAL TRUSS DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1I Permit Responses 03/20/2015 21 Permit Responses 3 05/08/2015 4p 2 6 ::�1~;� REID MIDDLETON, INC. Drawn by SRT Checked by GS13 Date 02120(15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No Al (6) BOLTS EA FLG FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES A GUSSET PI-5/8 ES (12) BOLTS EA FLG (10) BOLTS EA FLG 0 rl'1� NOTES: 1. "TYP TRU TERI ONN N" F DITI INFO TION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. (6) BOLTS EA FLG FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, I PROVIDE CLASS B FAYING SURFACES \ \ 1 II II \ (16) BOLTS EA FLG `0 \ 1' i \\ O \\\ if i GUSSET PI-5/8 ES / `\\ O 0 0 \ // i (12) BOLTS EA FLG 0 0 \ O40 / / 3l8 39 TYP �/ = 3/8 V39 �J •� i ----------------------- / -------------------- --- - _ __ _ =----------- NOTES: 1. "TYP TRU TERI ONN N" F DDITI INFO TION 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. (6) BOLTS EA FLG 0 — FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES (8) BOLTS EA FLG - NOTES: 1. "TYP TRU TERI ONN ON" F DDITI INFO TION. 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. 0 (12) BOLTS — GUSSET PI-5/8 ES EA FLG (6) BOLTS EA FLG 0 0 (6) BOLT EA FLG — GUSSET PI-5/8 ES (8) BOLTS EA FLG 0 0 (12) BOLTS EA FLG - NOTES: 1. E "TYP L TRU NTERI CONN ON" F DDITI L INFO TION 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. TYP Al (6) BOLTS EA FLG 1� 11 � \ (D , O ,/ 40 GUSSET PI-5/8 ES `\\ I // O / 0 / 1 O / ; (10) BOLTS 0`\ EA FLG if `� 7/16 35 TYP 7/16 35 —< -------------------- \ / _ ____ -------------- =-_ _ = - — ---- --- �_ -- 1 NOTES: 1. E "TYP L TRU TERI ONN ON" F DDITI L INF TION 2. WHERE WELDS BETWEEN GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE DUE TO GEOMETRY, SEE 15/S504. 1 1 /2" =1'-0" L 1 1 /2" =1'-0" 1 1 /2" =1'-0" �`tJ 1 1/2" =1'-0" 1 1 /2" =1'-0" GUSSE (E) OF PP WELD TO MATCH (E) OF SPECIFIED FILLET WELD, TYP AT OF FILLET WELD D, GUSSET PL, TYP ES GUSSET PL CLOSE TO TRUSS TRUSS CHORD CHORD FILLET WELD AS SPECIFIED, TYP AT IF FILLET WELD AS SPECIFIED, TYP AT OF 111311 PATCH PL; LENGTH TO MATCH GUSSET PL; THICK = "B" +FILLET WELD DIM + READ DIM PER AISC FILLET WELD TO MATCH WELD AT OUTER FACE OF GUSSET, TYP (3) SIDES GUSSET PL OVERHANGING FLG EDGE FLG EDGE ALTERNATE GUSSET PLATE TO CHORD FLANGE DETAIL �L PROVIDE VERT SSL TOL IN SPLICE PL FILLER PL AS REQD I U CD 10" a✓ w a , z CV M U------1O I I I N OI ,O I X.L.--- ---- O O- = M IO O 0= w a z LL- (6) BOLTS EA FLG Al (16) BOLTS EA FLG NOTES: 1. SEE 1 1/2" =1'-0" / 0 II / 0 II / it 0 / 0 II / p/ / I I / / /" / 0i i O , GUSSET PI-7/8 ES i I ; ��`�/ O� / (16) BOLT EA FLG I I `��C) f I �J GUSSET PI-7/8 ES I / 0 (20) BOLTS EA FLG I ( I / i OjaC)i TYP 7/16 39 ;ol/ 7/16 39 I o O O P I � I 40 ; O �40 TYP L------------� --J ----- --- -_-- ��= _---------------- -r------------------------- --____ =� NOTES: 1. SEE J 1 1 /2" =1'-0" I (8) BOLTS EA FLG 0 GUSSETS FOR TRUSS I I CONN. TRUSS WEB O ; , MEMBERS AND CONN NOT \\ \ I O I , GUSSET `\ \---------- / PI-3/4 ES (20) BOLTS •\ / EA FLG (12) BOLT EA FLG \ O GUSSET PL FOR `\ O O �0-' / O / / \ BRCG CONN ` ' \\\ Q ' �� � / FOR THESE WEB USE 1 0 MEMBERS, " ��� \� �� `�� / �/ A490-SC BOLTS, \'' �`�/� O i O; PROVIDE CLASS B EA DIAG 5/8 40 � _ I / ����/ FAYING SURFACES GUSSETTO 5/8 40 CHORD / •� i ----- - TYP 5/16 5/16 1� 0 1 0 PI-5/8, WIDTH TO MATCH GUSSET PL ABOVE, FIT TO BEAR AT TOP. CTR ON CHORD FLG, TYP EA FLG .2" ,TYP W14x342 COL STUB (3/8) SPLICE LOC (1/2) EA FLG --:3 cn o (12)1" DIA A490-X BOLTS a- C� 0 IN STD HOLES ¢ Al PL 1 NOTES: AT CONTR'S 1. SEE "TYPICAL TRUSS OPT IN LIEU INTERIOR CONNECTION" 5/16 OF SHOP FOR ADD AL I MATJW BOLTS IN LOWER COL 2. WHERE WELDS BETWEEN NOTES: GUSSET PLATE AND CHORD FLANGE CANNOT BE MADE 1. CONTRACTOR SHALL PROVIDE ALL ERECTION AND STABILITY AIDS. DUE TO GEOMETRY, SEE 15/S504. TYPICAL COLUMN SPLICE, TYPE 1 (2Z D11 ETAIL 1 1/2" = V-0" mum I I I I I I I I I I II I II a1 Al o FIT TO BEAR. CTR ON CHORD CV 3/8 TYP SIDE PLATES B SECT TYP SECTION A IAII I-_rrn I�VLVIVL7 (20) BOLT EA FLG TYP TRUSS BOT CHORD BRCG CONN PER 30/S511 TRUSS BOT CHORD EXTEND GUSSET Pl. AS SHOWN. NOTCH AS READ AT COL STUB, TYP REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila ILDING DIVISION 4 ES COVE :PAVEMENT SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENCIC ASSOCIATES Structural + Civil Engineers 5 Structural Permit Drawing Title TYPICAL TRUSS DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 2 Permit Responses 3 05/08/2015 REID M11DDLETON, 11C. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No i i y y y y Y Y Y Y y 700, 121/4" ROOF BM / TYP AT v4 ANGLE STL ROOF DECK 2'-1" / 2'-0" 3' -2" 3' -1" 2'-11° 1_611 11 L6x4x5/16 HSS4x4x1/4 / I CJP TYP -----_ HANGER1 17 11 GAUGE STEEL PLANK FLOORING W/ SLIP -RESISTANT / BUTTONS: BASIS OF DESIGN IS MCNICHOLS TRACTION / I I —-------_ _________________ - — - — TREAD PLAN, 11 GAUGE STEEL, 2" HEIGHT, M212201112 i I CJP ('\ BOTTOM CHORD OF 1 Q ROOF JOIST i 1/4 1/4 CIV 4 S511 HSS4 41/4 VOST DN, HSS4x4xl/4 TY (4 L09 HANGER W8x15 I I B--------- SRG PARTNERSHIP, INC Eo / �� 3 j j 1/4 110 UNION, SUITE 300 BOTTOM CHORD OF S511 8 / I I I SEATTLE, WA 98101 I I / ROOF JOIST S511 206 973 1700 j 1 I I _ I I 1 ROOF BM ABOVE HSS4x4x1/4 HANGER / I I SRGPARTNERSHIP.COM 11 12 j HANGER DETAIL AT JOIST TOP CHORD HANGER DETAIL AT ROOF BEAM ABOVE MAGNU S S ON ;' KLEMENCIC fl/44-RTIAL PLAN AT EQUIPMENT PLATFORM SECTION SECTION DETAIL - BEAM AT ROOF RIDGE SECTION AT ROOF EDGE ASSOCIATES 2 1'-0" / 1 1/2" =1'-0" 1 1/2" = V-0" 1 1/2" =1'-0" 1 1/2" =1'-0" Structural + Civil Engineers PL1/2 Q 1/4 3 ROOF DECK I 8" I NOT SHOWN W14 PLANK FLOORING (W36 AT SIM) PER 2/S511 5/16 5/16 STIFF PL1/2 ES I I I I CJP 5/16 I I I 5/16 3 SIDES TYP I I I I --- I I - 1 N �I 1/2" =I N M i N 5/16 TYP I I I I I O I 5/16 I ---� '--- I W8 M I PL9/16x0'-10" () _ I D -- -- -- - BOLTS SNUG TIGHT I I ( N I,I I 3/16 (3) 3" DIA A325 BOLTS z PL1/2 ES OF I 2" EQ EQ 2" COL WEB JOIST WEB MEMBERS I i NOTES: 1 1/2 1/2 = 1 I I 1. HANGER CONNECTION AT OPPOSITE END OF BEAM IS SIMILAR. 5" LONG SLOTS 1/4 3 JOIST BOT CHORD i 1/4 3 2. CONTRACTOR SHALL PERFORM ULTRASONIC TESTING AND INSPECTION OF WEB TO PLAT I WELD PER SPECIFICATION FOR WELDED CONNECTIONS. W24 COL / STD HOLES I 3. SEE 30/S403 "TYPICAL JOIST BEARING SEAT" DETAIL FOR INFORMATION NOT SHOWN. 1 SECTION HANGER CONNECTION AT JOIST HEADER 1'-0" 1 1/2" = 1'-0" I FASTEN DECK TO WT12 @ 6" OC W/ FACTORY MUTUAL 1 APPROVED FASTENER � I CAP PL1/2 CM W 5/16 8 5/16 (3) SIDES A �' A 5/16 s A STIFF PL3/4x6 ES I SECT ( OF COL WEB, ALIGN 3/16 3-12 I i CAP PL TO I COL FLG TYP 5/16 I CONT HSS I i WITH GIRT WEB STIFF PL TO PER 23/S403 5/16 TYP CHORD JOIST TOP �I 11/2" 5/16 STIFF PL5/8 2L5x5x3/4 5/16 - I BENT PL 1/4 AT —_ (2) STIFF PL7/16 STIFF PL TO �I _— _ (8) 7/8" DIA A325, _ I GRID A & Q I 2„ 2„ —WP JOIST (4) ON ES OF COL WEB, o I 5/16 TYP -�� TYP 5/16 5/16 DBL ANGLEi WP BRB LOC PER COL STD GAGE 5/16 — — — --- TYP ES I BASE PL3/4, FIT WT12x27.5 I I v2 ai 2�� 5/16 I I / 1 I TO BEAR ON GIRT PL1 TYP 5/16 - - 171/2" r- �_-_�-_� -1 (3) SIDES I i i i i I / 4 3/4" 0 A325 O N SEE 17/S511 FOR 5/16 5/16 BOLTS OVS 1/2" TYP STIFFENED BRG 114 N o 5/16 I I II I 2 /- M 1 1/2 3 • � o SEAT DET PL5/8 1/4 I II I 0 1 I I I'I 11 PL1 1/4 1/2 II 1 / STIFF PL1/2 ES OF R i TYP �I CL GIRT WEB. ALIGN BRB W/ WEB OF COL j 5/16 3 SIDES TYP ' i77 5/16 i NOTES: SECTION A SECTION B W14 GIRT W 1. SEE BRACED FRAME DETAILS FOR INFORMATION NOT SHOWN. IT SECTION STIFFENED BEARING SEAT AT JOIST 2 SECTION 1 3/4" - 11-0" 17 3/4" - 1'-0" 18 /2" - 1'- " FASTEN DECK TO WT12 @ ( pRY S B APPROV/ED FASTENER RY PLUAL WA G PL TO BM SEE "TYPICAL JOIST y 3/16 312 FLG I 1/4 (3) SIDES TRUSS SUPPORT DETAIL" I / / �� \ C U AL Er 1CV ROOF DECK CONN TO JOIST PER "ROOF DECK BEARING AT BEAM DET�, \ I / SIONAL STIFF PL1/2 BENT PL 1/4 AT - GRID A & Q \ / Structural Permit WT12x27.5Drawing Title ' 1 L—I \• I / / SECTIONS AND DETAILS ch \ (3) SIDES 1/4 4STIFFENER & 1 CAP PL PER 22/S403 5/16 L8 Drawing scales indicated WP \ 5/16 V8 < TYP apply to 36" x 48" drawing sheets. Scale may not be TRUSS TOP CHORD 5/1s `�\ \ � ` accurate if drawing plots are \ i less than this size. 5/16 PL1/2, CTR ON WEB OF JOIST CHORD \ Revisions Q tion Date 0 No. Description NOTE: � CL HSS p 1 Permit Responses 03/20/2015 1. SEE 22/S522 FOR INFORMATION NOT SHOWN. SECTION ; ` DETAIL 20 3/4" - 1'-0" 24/S511, TYP -- JOIST TRUSS WEB VERT MEMBER 5/16� 1 TRUSS VERT 'fL TRUSS REVt` WED FOR GUSSET PL CODE COMPLIANCE BOLTS NOT APPROVED Q I SHOWN JUN 0 4 2015 �'� I / 6„ 1„ I 1"TYP 1 E W E�"�E CL HS D ,� L HSS ila BUILDING DICity of VISION I • / I HSS6x6x1/4 RACING EACH SIDE OF TRUSS \ ' `.` I �.' �/' A WEB VERTICAL MEMBERS REID MIDDLETOI J, IiNC. WT12x27.5 MATCH -� SLOPE OF ROOF / DECK ABOVE - --- �`� \ / �% Drawn by 5/16 8 SRT GUSSET PL5/8 5/16 TYP 5/16 8 I / Checked by j GSB GUSSET PL5/8 .�P 5/16 \ I / KERF HSS 5/16Date i \ / 02/20/15 WF COL / 1/4 1 3o GUSSET PL1/2 / \ Project No S511 TRUSS BOTTOM CHORD NOTCH AS REQD AT WP 99321.00 TRUSS CONN GUSSET Consultant Project No BOT CHORD 99321.00 / SECTION Owner Project No Drawing No DETAIL TYPICAL BRACING AT TRUSS DETAIL S7 J3 _ t. DECK CONN TO L BY DECK SUPPLIER. MUST ACHIEVE MIN SERVICE LEVEL SHEAR TRANSFER FORCE OF 825 PLF �L 1/4 TYP WP 1/4 4 TYP TYP 1/4 4 JOIST TOP CHORD SECTION 1 1/211 = 1'-011 DECK CONN TO L BY DECK SUPPLIER. MUST ACHIEVE MIN SERVICE LEVEL SHEAR TRANSFER FORCE OF 825 PLF L5x3xl/4, CONT BTWN JOIST SECTION 1 1 /2" = V-0" JOI DETAIL 1 1/211 = 1'-011 JOIST BENT UUr- rwio,&U --+ p 7• SECTIONS LL j 1 1/211 =1'-011 TYP NOTES: 1. AT SIM PROVIDE SEAT PL3/8x9xl'-0" CENTER ON JOIST. SECTION 1 1/211 = 1'-011 ES OF BRACE, TYP 3/16 U CV ----- ----,rI----- -- -- II II Ii II II ------ ---II------ ------ Vw 6" 6" PI-3/8 1/2" CLR NOTES: 1. SPLICE AT MIDSPAN. SECTION 1 1/2" =1'-0" JO IRIZ BRACE CL - - EN DETAIL 1 1/211 = 1'-011 SEE 9/S512 FOR DECK SUPPORT C8 PER PLAN CTR BELOW HSS BENT CLIP 4° Ml n/A..AI A11 F;— .9" LLV, 3)T --CL NOTES: 1. CONTRACTOR TO DETERMINE NUMBER OF SPLICE POINTS REQUIRED. SEE DETAIL 10/S512. 2. REFER TO PLAN FOR ACTUAL EXTENT OF SKYLIGHT FRAMING. 00 PARTIAL PLAN AT WEST SKYLIGHTS L V, 1 /811 — 1'-011 ;1 DETAILS Lv/ 1 1/2" = V-0" GAL -CL ROWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION NOTES: 1. CONTRACTOR TO DETERMINE NUMBER OF SPLICE POINTS REQUIRED. SEE DETAIL 10/S512. PARTIAL PLAN AT EAST SKYLIGHTS SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers t w GpRY S. B� j s� '2 60 OA `SSIONAL t � 3.zD ' Structural Permit Drawing Title SECTIONS AND DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 LIij RcID �JIDDLE T OINl, 1NC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No %..I `%/ 1 /811 = 1'-011 Drawing No �. TT - 21 FABRICATE JOIST WITH 5" 11 1 15 SIM 16 17 SEE 29/S521 FORT&B _ UPWARDS CAMBER AT _ �� s522 s522 s522 CHORD SPLICES, TYP STEEL JOIST NOTES: 74 - 6 3/4 78 41/2 74 6 3/4 1. ALL TRUSS DOUBLE ANGLE MEMBERS SHALL BE ASTM A36, Fy = 36 KSI UNLESS NOTED BUILT-UP TOP CHORD - TYPE W BUILT-UP TOP CHORD - TYPE'B' BUILT-UP TOP CHORD - TYPE W OTHERWISE. ----' - -----. --'- I � � � WP MENEM 2. ALL GUSSET PLATES SHALL BE ASTM A572, Fy = 50 KSI UNLESS NOTED OTHERWISE. cb 3. ALL BOLT HOLES SHALL BE STANDARD ROUND HOLES UNLESS NOTED OTHERWISE./,\cb D}jP}��tk+4. SINGLE LINE DIAGRAMS INDICATES CENTROIDALAXIS OF MEMBERS UNLESS NOTED `� I I `� I II Iti I j ti I `ti ,� ' ti ,�} ^ti} �r'�'OTHERWISE. I I I II I� -.I I I I �`' ti SRG PARTNERSHIP, INC 5. STITCH PLATES SHALL BE PROVIDED AT THIRD POINTS OF ALL DOUBLE ANGLE �./ '---- --EQ' ' EQ TYPICAL: T -1 1/2" 7' -1 1/2" ALL VERTICAL WEB MEMBERS MEMBERS UNLESS NOTED OTHERWISE. REFER TO "TYPICAL STITCH PLATE" DETAIL FOR I COLUMN OR TRUSS WEB MEMBER WP 110 UNION, SUITE 300 FURTHER INFORMATION. 14' - 0" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 2L21/2x21/2x3/16 SEATTLE, WA 98101 WHERE OCCURS. WHERE NONE, I 206 973 1700 TERMINATE BOTTOM CHORD 6. WHERE JOINT CAMBER AT MID -SPAN IS INDICATED, THE STEEL DETAILER SHALL I 25 22 23 of 0 i oI 0 SAME AS JOIST 1A, GRID 1 OR 21 ADJUST THE JOIST GEOMETRY, BOTH TOP AND BOTTOM CHORDS AND WEB MEMBER S521 s522 s522 MID- 0 _ d SRGPARTNERSHIP.COM LENGTHS, TO FIT A PARABOLIC CURVE INTERSECTING THIS POINT AND THE SUPPORTS. I WT12x42 BOTTOM CHORD "' WT12x51.5 BOTTOM CHORD UI "' WT12x42 BOTTOM CHORD 7. REFER TO 30/S521 FOR BUILT-UP TOP CHORD SECTION. CL SYMMETRY j MAGNUSSON KLEMENCIC STEEL JOIST NOTES ELEVATION - JOIST 1 ASSOCIATES 1 1/8" =1'-0" 1/8" =1'-0" Structural + Civil Engineers 21 1 15 16 17 SEE 29/S521 FOR T&B FABRICATE JOIST WITH 5" 11 s522 s522 s522 74' - 6 3/4" CHORD SPLICES, TYP 78' - 41/2" UPWARDS CAMBER AT MID -SPAN 74' - 6 3/4" Ilk AT TRUSS BUILT-UP TOP CHORD - TYPE W BUILT-UP TOP CHORD - TYPE'B' BUILT-UP TOP CHORD - TYPE W ,- -- ---- , ---- ---- I r WP , Stf- /,\cb- � b� bv 0• � \ �` ctij'�' � � ,� > > cP } f f b� f D'� 37 57 1 7 i c� 7 cS ui ui 1 CV , 22 2' - 0" ----- -EQ-'' EQ TYPICAL: T -1 1/2" T -1 1/2" ALL VERTICAL WEB MEMBERS S522 2L21/2x21/2x3/16 COLUMN OR TRUSS WEB MEMBER WP 14' - 0" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14, - 3" WHERE OCCURS. WHERE NONE, le TERMINATE BOTTOM CHORD 23 of 0 of 0 SAME AS AT GRID 1 OR 21 S522 O= I M O' a WT12x42 BOTTOM CHORD U "' WT12x51.5 BOTTOM CHORD Ulcn WT12x42 BOTTOM CHORD CL SYMMETRY ELEVATION -JOIST 1 A/1 B 12 1/8" =1'-0" 21 13 15 SIM 16 17 SEE 29/S521 FOR T&B 1 S522 S522 s522 FABRICATE JOIST WITH 3" 9 60' - 6 3/4° CHORD SPLICES, TYP 64' -1 1/2" UPWARDS CAMBER AT MID -SPAN 57' - 3 3/4" BUILT-UP TOP BUILT-UP TOP BUILT-UP TOP CHORD - TYPE'B' CHORD - TYPE'D' , CHORD - TYPE'D' --�-- -- - ----- 2L31/2x31/2x3/161 WP04 a �h}�L I !�f }�� � ��` , ti � �L ! ��L !Q }� !� �\ !�1.0 �-Q�} I f� I}� I �f� o}°`� o}°` I tip' f� `� f`� ff �-�' ff }��- f \� N `y cP ���-J WCL 0 O IV 6' I T I T --�---' o EQ EQ i ALL VERTICAL WEB MEMBERS WP �+ 14' - 0" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" T -11/2" I 2L21 /2x21 /2x3/16, LINO 11' - 3" R J.i25 22 23 �IU I �IU C iS521 S522 S522 O � � I O, � &M E WT12x51.5 BOTTOM CHORD ��"' WT12x51.5 BOTTOM CHORD ��`" WT12x51.5 BOTTOM CHORD R L SYMMETRY H UNO W O Q ELEVATION-JOIST2 18 1/8" =1'-0" GpRY S. WASy, T WP FOR WEB MEMBERS — — E ROOF I " �0, p L °�,�, 56' - 3 3/4" r WP FOR WEB 21 15 SIM 1s 17 SEE 29/S521 FOR T&B FABRICATE JOIST WITH 41/2 11 �IONAL ti MEMBERS s522 s522 S522 CHORD SPLICES, TYP 78' - 71/4° I UPWARDS CAMBER AT MID -SPAN 74' -10" �, BUILT-UP 74 10 3 TOP CHORD _ BUILT-UP TOP CHORD - TYPE'B' BUILT-UP TOP CHORD - TYPE'D' i BUILT-UP TOP CHORD - TYPE'D' BUILT-UP WP Structural Permit `�' TOP CHORD I I I I I ►"'- I I I_— �� ( I -'OS ' I �� j }\� I� '�co `� \'��o �"' cl } N JOIST ELEVATIONS AND • Z ---- ��Drawing Title -!v,5\ cLO n DETAILS _, "r�-i•j, b} ff 1A �� b} I fc� �' �D` f j c� c'� , �} , f� z' f n� f� c►�� f� b� f� -�.p�' o O ��. �v�} �L} f j ryvd` I cy I I /cf'cr� �� ��"}j ti� �6' �}� ti fQ ti`V �} ti} ti} s� `L � w DBL L WEB MEMBERS o U -- --- I I 6' I - , I `��•`� J, v1' ti �, oUJ ) U, Drawing scales indicated �I I --- - apply g -- -- ' '------ -€Q-', EQ TYPICAL: ' T -13/4" 7' -13/4" to x y drawing ----- ----- sheets. Scale may 11 11 *1 11 I DBL L WEB MEMBERS 1 I I I ALL VERTICAL WEB MEMBERS i 2L31/2x31/2xl/4 WP accurate if drawing plots are 14'- 11/8" 14'- 31/2" 14'- 31/2" 14'- 31/2" I 14'- 31/2" I 14'- 31/2" 14'- 31/2" I 14'- 31/2" 2L21/2x21/2x3/16, UNO 1 less than this size. �,, WT BOT CHORD WT BOT CHORD I 25 22 s522 O (� o =, S521 5522 =' n- _' a Revisions - - WT12x51.5 BOTTOM CHORD "' WT12x51.5 BOTTOM CHORD U "' WT12x51.5 BOTTOM CHORD )_ "1c No. Description Date WP FOR WEB CL SYMMETRY I MEMBERS WP FOR WEB UNO 1 Permit Responses 03/20/2015 MEMBERS TYPICAL JOIST SECTION YPICAL SECTION AT JOIST 2 ELEVATION - JOIST 3 19 3/4" = 1'-0" @_13/4" — 1'-0" 24 11 _ 11 1/8 -1 0 (F) 7/8" o A490X ES SPLICE 7 n „ „ >111U 2 3 OC TYP 2 SHIM AS READ, TYP bfi rr-n ir::�� r -n rT—n "-n rp rr-n rrn r Trn rr-n r -p 5/16 1 3/16 2 TYP ES 5/16 1n 1 511 (3) 3/4" DIA A325, LSL HORIZ IN PL, SNUG -TIGHT �,, 11 REt1�EWED FOR 0 0 0 0 1 0 0 0 0 CODE COMPLIANCE nn GUSSET PL9/16 i �` ili W L APPROVED U O O O i'I O O O O tw I _ III W L 1 1 1 M I JUN 0 4 201 �r - I J 1 , _ 2" 3" OC TYP 2" 2 TT t 'la I M SECTION - TOP CHORD BUILDING DISION REID MIDDLETON, INC. LARGER MEMBER i SMALLER MEMBER SECTION - BOTTOM CHORD - 1 (W) 7/8" o A490X i CHORD SPLICE SCHEDULE - TOP Drawn by ES SPLICE of,� BUILT-UP TOP CHORD SCHEDULE SRT n PL THICKNESS TO MATCH = a_ MARK Checked b 21/2 U'cn SMALLER MEMBER t f (IN) t w (IN) F W CHORD SPLICE SCHEDULE - BOTTOM y 21/2" WT BOTTOM CHORD DBL ANGLE SPACING MARK bf (IN) t f (IN) hw (IN) t w (IN) W (IN) L (IN) GSB 3/4" DIA A325 PRETENSIONED IN LIEU TYPE 'A' 1 1/4 3/8 12 6 SMALLER MEMBER t f (IN) t w (IN) F W OF WELD AT CONTR OPTION TYPEMARK'A' 12 3/4 11 1/4 1/2 5/16 3-12 02/20/15 NOTES: TYPE'B' 1 1/4 7/16 14 8 TYPE'B' 12 7/8 11 1/8 9/16 5/16 3-12 Project No W COLUMN (SKEWED) WT12x34 9/16 5/16 8 6 99321.00 1. BOTTOM CHORD IS SIMILAR. SEE SECTION FOR ADDITIONAL INFORMATION. TYPE'C' 3/4 5/16 10 6 TYPE'C' 12 5/8 113/8 7/16 5/16 2-12 Consultant Project No WT12x42 7/8 5/16 10 6 99321.00 TYPED' 13/4 5/8 18 8 TYPE'D' 12 1 1/2 101/2 9/16 5/16 4-12 Owner Project No WT12x51.75' 11/4 5/16 10 6 C'V Dra No TYP BOTTOM CHORD AT COL OR MEGATRUSS TYPICAL STITCH PLATEJOIST CHORD SPICE DETAILS AND SCHEDULE JOIST TOP CHORD SECTION r 25 1 1/2" =1'-0" 14 3" =1'-0" 29 1 1/2" =1'-0" 30 1 1/2" = V-0"521 0 14A I S522 - TYP JOISTS ,------- ---- , -�" 21 • _ _ _ _ _ _ • ( S522 S522 S522 91' - 0" _ I BUILT-UP TOP CHORD - TYPE'C' WP 21 ---- .-- -- -�-- I ---- S522— \ IL CY) cry -1- N j6'I /�6'I� (`ti N UJ U) SRG PARTNERSHIP, INC \�5 14B ---- I --- S522 — — - — -- - -- 2- 011 - I I I I 2' 0" 110 UNION, SUITE 300 WP SEATTLE, WA 98101 1, i n i n i " n i " i u 206 973 1700 L21/2x21/2x3/16 TYP 12-101/2 7 11/2 14-3 14-3 14-3 14-3 14-0 (1522 SIM 23 SRGPARTNERSHIP.COM s522 WT12x34 BOTTOM CHORD (L WF HEADER MAGNUSSON TYPICAL JOIST BRIDGING c ELEVATION - JOIST 4 KLEMENCIC 2 1/4" =1' ASSOCIATES -0" 6 1/8" =1'-0" Structural +Civil Engineers BRIDGING WHERE OCCURS ON PLAN PER "TYP JOIST BRIDGING" DET 21 FALL ARREST ANCHOR I 20A - �-� 11 s522 "� I 15 16 17 I SEE 29/S521 FORT&B I FABRICATE JOIST WITH 41/2" _ �- S52z S522 s52z 72' - 4114" CHORD SPLICES, TYP UPWARDS CAMBER AT MID -SPAN 6T - 51/4" TYP JOISTS 64' -1 1/2" B ILT-UP TOP CHORD - TYPE'C' BUILT-UP TOP CHORD - TYPE W BUILT-UP TOP CHORD - TYPE'C' WP 21 NV tp S522 /\Cb. \F� /\CbI F j ' �j ctij� f�,, rb fj �-� f�. \�Dc'�' _rn ti 37 ti ti `�' w W t --�--- zo6 21_ 0" • ---i i----I --' EQ EQ TYPICAL: ' 7' -1 1/2" 7' -1 1/2" ALL VERTICAL WEB MEMBERS 14' - 0" WP C8x18.75 ES OF s5zz 21_21/2x21/2x3/16 COLUMN OR TRUSS WEB MEMBER FALL ARREST 19' - 9" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" 14' - 3" WHERE OCCURS. WHERE NONE, ANCHOR o w o�w TERMINATE BOTTOM CHORD i 2z 23 of ::3 of _3SAME AS AT OPPOSITE END S522 S522 WT12x34 BOTTOM CHORD 0'� WT12x42 by OM CHORD a_ WT12x34 BOTTOM CHORD NOTES: �L WF HEADER I CAL SYMMETRY, UNO I. SEE "TYPICAL FALL ARREST ANCHOR" DETAIL FOR INFORMATION NOT SHOWN. BRACING AT FALL ARREST ANCHOR ELEVATION - JOIST 5 8 1 /4" — 1'-01I 12 _ 1- II 1/8II -1 0 w w U BRIDGING WPio a 3/16 TYP WP \� WP i WP (2) 5/8" DIA A325 ---------- ----- _CID SNUG -TIGHT ------------------------------ ----- L21/2x21/2 (2) 5/8" DIA A325 \ \ SNUG -TIGHT / \ \ \ as CL I=to 0) E 0 i NOTES: ,a L TYP 3/16 '�\ 1. SEE "JOIST DOUBLE ANGLE WELD DETAIL AND SCHEDULES" FOR WELD INFORMATION NOT SHOWN. NOTES: NOTES: U) 14A BRIDGING WP 14g 2. SEE 30/S403 "TYPICAL JOIST BEARING SEAT" DETAIL FOR ADDITIONAL JOIST SEAT 1. SEE "JOIST DOUBLE ANGLE WELD DETAIL AND SCHEDULES" 1. SEE "JOIST DOUBLE ANGLE WELD DETAIL AND SCHEDULES" W INFORMATION. FOR WELD INFORMATION NOT SHOWN FOR WELD INFORMATION NOT SHOWNC c 11 DETAIL DETAIL DETAIL DETAIL 14 1 1/2" =1'-0" 15 1 1/2" =1'-0" 1 1 1/2" =1'-0" 1 r 1 1/2" =1'-0" �pRY S. p� WASy, FALL ARREST I ANCHOR POST I i � j I 1/4 TYP �o,� �TUR 2 0ErG` I I I `ssIONAL I I / REV1WED FOR 1� BRIDGING WP I /� \ � /CODE COMPLIANCE 3.2� 011 - \ / APPROVED �,� ,,� (2) 3l4 JUN 0 4 2015 DIAA325 �r/ — �. — — Structural Permit SNUG -TIGHT / \ �� ccQ r �. \ \ /• 1PL1/2 r r \V T i' ``/ r r r City of Tukwila Drawing Title \` ' C8 \ ' �� \ �Q ! ( WILDING DIVISION JOIST ELEVATIONS AND %Cr / \ I / \ / DETAILS O (It 1�� \ , 5/8" DIAA325, — --- — --- — — — — --- — — - — - — — ----- ---- — ----- SNUG -TIGHT JOIST 4 DOUBLE ANGLE WELD SCHEDULE Drawing scales indicated apply to 36" x 48" drawing ' \ \ // ,\ WP WP PL1/2 ��� MARK w1 w2 w3 L2 L3 Scale drawing plots (4) 3/4" DIAA325 (IN) (IN) (IN) (IN) (IN) accurate 9potsare less than this size. STITCH PL2x2, THICKNESS TO 2L4x4x1/4 -- 5/16 3/16 3 13/4 SNUG -TIGHT GUSSET THICKNESS 1/4 AT BRACING MEMBER END 21-31/201/2x1/4 -- 5/16 3/16 1 1/2 1 Revisions 20A 20B BRIDGING WP NOTES: NOTES: 2L3x3xl/4 -- 5/16 3/16 2 11/4 No. Description Date NOTES: 1. SEE "JOIST DOUBLE ANGLE WELD DETAIL AND SCHEDULES" 1. SEE "JOIST DOUBLE ANGLE WELD DETAIL AND SCHEDULES" 1 Permit Responses 1 03/20/2015 1. SEE "TYPICAL FALL ARREST ANCHOR" DETAIL FOR INFORMATION NOT SHOWN. FOR WELD INFORMATION NOT SHOWN FOR WELD INFORMATION NOT SHOWN 2L3x3x3/16 -- 5/16 3/16 1 1/2 1 n DETAIL DETAIL n DETAIL n DETAIL 21_21/2x21/2x3/16 -- 5/16 3/16 1 1/2 1 1 1 /2" =1'-0" 1 1 /2" =1'-0" 1 1 /2" =1'-0" wJ 1 1 /2" =1'-0" DBL ANGLE HORIZ LEG BRIDGING PER "TYPICAL JOIST 111A / 1 B 15 DOUBLE ANGLE WELD SCHEDULE JOIST 2 DOUBLE ANGLE WELD SCHEDULE JOIST 3 DOUBLE ANGLE WELD SCHEDULE JOIST BRIDGING" DET\� ti w2 VL2 �\ MARK w1 w2 w3 L2 L3 REMARKS MARK W1 w2 w3 L2 L3 REMARKS MARK w1 w2 w3 L2 L3 REMARKS — — — _ 2L4x4x5/8 -- 5/16 3/16 51/4 5 3/4 3 3/4 41/4 EXCEPT AT END DIAG WEB -- EXCEPT AT END DIAG WEB -- EXCEPT AT END DIAG WEB ( ) ( ) MEMBER, SEE BELOW 2L4x4x5/8 5/16 3/16 5 3/4 41/4 MEMBER, SEE BELOW 2L4x4x5/8 5/16 3/16 6 41/2 MEMBER, SEE BELOW L41 116 2L4x4xl/2 -- 5/16 3/16 4 3/4 31/4 2L4x4xl/2 -- 5/16 3/16 5 31/2 2L4x4xl/2 -- 5/16 3/16 3 3/4 21/2 [c JOIST 3 2L4x4x3/8 -- 5/16 3/16 3 3/4 21/2 2L4x4x3/8 -- 5/16 3/16 3 3/4 21/2 2L4x4x3/8 -- 5/16 3/16 31/2 21/4 i 2L4x4xl/4 -- 5/16 3/16 4 3/4 (5) 3 2L4x4xl/4 -- 5/16 3/16 51/4 31/4 2L4x4xl/4 -- 5/16 3/16 51/2 31/2 �F1O �v11CL�LETON, IiNC. w3 L3 i 2L31 /2x31 /2A /4 -- 5/16 3/16 1 1 /2 1 2L31 /2x31 /2x1 /4 -- 5/16 3/16 31/4 2 2L31 -- — i w1 /2X31/2x1/4 5/16 3/16 11/2 1 2L3x3xl/4 -- 5/16 3/16 4 21/2 2L3x3xl/4 -- 5/16 3/16 4 21/2 2L3x3xl/4 -- 5/16 3116 31/2 21/4 Drawn by SRT 2L3x3x3/16 -- 5/16 3/16 31/4 2 2L3x3x3/16 -- 5/16 3/16 2 3/4 13/4 2L3x3x3/16 -- 5/16 3/16 31/4 2 Checked by . 4x4x5/16 GSB 21_21/2X21/2x3/16 -- 5/16 3116 21/2 1 1/2 DIAG WEB MEMBERS 21-21/2x21/2x3/16 -- 5116 3/16 2 3/4 13/4 DIAG WEB MEMBERS 2121/2x21/2x3/16 -- 5/16 3/16 2 314 13/4 DIAG WEB MEMBERS Date -- -- -- WTI BOTTOM CHORD OR 2L21/2X21/2x3/16 5/16 3/16 1 1/2 1 VERT WEB MEMBERS 2L21/2X21/2x3/16 5/16 3/16 1 1/2 1 VERT WEB MEMBERS 2L21/2X21/2x3/16 5/16 3/16 1 1/2 1 VERT WEB MEMBERS 02/20/15No Project j Pro / i NOTES: BUILT-UP TOP CHORD 9roect o 2L4x4x5/8 3/16 5/16 3/16 6 3/4 31/4 END DIAG WEB MEMBER 2L4x4x5/8 3/16 5/16 3/16 61/2 3 END DIAG WEB MEMBER 2L4x4x5/8 3/16 5/16 3/16 6 3/4 31/4 END DIAG WEB MEMBER Consultant Project No 1. ( )DENOTES WELD LENGTH AT JOIST 1B ONLY. 2L4x4x3/4 3/16 5/16 3/16 61/4 31/4 END DIAG WEB MEMBER 2L31/2x31/2X1/4 -- 5/16 3/16 21/2 1 1/2 VERT WEB MEMBER Owner O P Owner Project No 2. W2 OCCURS AT OUTSTANDING LEGS OF DOUBLE ANGLE. IF C ^^# A ARCHITECTURAL ABBREVIATIONS AB Anchor Bolt EJ Expansion joint HDWD Hard Wood OPNG Opening SPEC Specification ACP Acoustic Ceiling Panel (ACP-1) EL Elevation HM Hollow Metal OPP Opposite SQ Square AD Access Door ELEC Electrical HO Hold open SR Shower Curtain Rod ADJ Adjacent ELEV Elevator HORIZ Horizontal P Paint (P-1) SST Stainless Steel AFF Above Finish Floor EQ Equal HR Hour PCs Precast Concrete Stair SSG Structural Silicone Glazing ALT Alternate EP Electrical Panel HSD Hand Sanitizer Dispenser (HSD-1) PERIM Perimeter STD Standard ALUM Aluminum EPT Epoxy Paint (EP-1) HSS Hollow Structural Shape PL Plastic Laminate (PLA) STL Steel APPROX Approximate EQUIP Equipment PLAS Plaster STN Stain (STN-1) AWP Acoustic Wall Panel (AWP-1) ES Exposed Structure ID Inside Diameter PR Pair ST Stone Tile (ST-1) ESH Emergency Shower INSUL Insulation PS Projection Screen (PS-1) SUSP Suspended BD Board EW Eye wash PT Pressure Treated SYM Symmetrical BLDG Building EXIST Existing JT Joint PTD Paper Towel Dispenser (PTD-1) BM Beam EXP Expansion PTR Paper Towel Receptacle (PTR-1) T Tread BO Bottom Of EXT Exterior LAM Laminate / Laminated PW Paper Towel Dispenser / Waste TB Tack Board (TB-1) LAV Lavatory Receptacle TD Trench Drain CB Chalk Board (CB-1) FAA Fire Alarm Annunciator LF Lineal Feet / Linear Foot PWD Plywood TEMP Tempered CC Cubicle Curtain (CC-1) FACP Fire Alarm Control Panel T&G Tongue and Groove CFCI Contractor Furnish Contractor Installed FAF Fluid Applied Flooring (FAF-1) M Mirror (M-1) QT Quarry Tile (QT-1) THK Thick CG Corner Guard (CG-1) FB Flat Bar MAX Maximum TO Top of CH Coat Hook (CH-1) FD Floor Drain MB Marker Board (MB-1) R Riser TPD Toilet Paper Dispenser (TPD-1) CIP Cast in place FE Fire Extinguisher (FE-1) MCP Metal Ceiling Panel (MCP-1) RAD Radius TR Transparent CJ Control joint FEC Fire Extinguisher Cabinet (FEC-1) MDO Medium Density Overlay RB Rubber Base (RB-1) TRS Traffic Surface CK Clock FF Finish Floor MECH Mechanical RBR Rubber TS Tube Steel CL Chain link FLR Floor MEMB Membrane RF Resilient Flooring (RF-1) TSC Toilet Seat Cover Dispenser (TSC-1) CLG Ceiling FOB Face of Brick/Block MFR Manufacturer RD Roof Drain TSP Toilet Paper and Toilet Seat Cover CLR Clear FOC Face of Concrete MIN Minimum RD/OD Roof Drain / Overflow Drain Dispenser/ CMU Concrete Masonry Unit FOF Face of Finish MISC Miscellaneous REF Reference Sanitary Napkin Receptacle COL Column FOS Face of Structure MO Masonry Opening REIN Reinforced TYP Typical CONC Concrete (CONC-1) FRP Fiber Reinforced Plastic MP Metal Panel (MP-1) REQD Required CONT Continuous FRT Fire Retardant Treated MPS Manual Pull Station RM Room UNO Unless Noted Otherwise CONTR Contractor FTG Footing MR Moisture Resistant RO Rough Opening CPT Carpet (CPT-1) FV Field Verify MRK Mop Rack RP Resin Panel (RP-1) VBX View Box CS Cementitious Surface Material (CS-1) FVC Fire Valve Cabinet MTG Mounting RST Resilient Stair Tread (RST-1) VERT, Vertical CT Ceramic Tile (CT-1) MTL Metal RW Resinous Wall (RW-1) VG Vertical Grain GA Gage VP Veneer Plaster DF Drinking fountain GALV Galvanized (N) New SAM Self Adhered Membrane DIA Diameter GB Grab Bar (GB-1) NA Not Applicable SCB Self Cove Base (SCB-1) W Wall Covering DIM Dimension GD Glove Dispenser (GD-1) NIC Not in Contract SCD Seat Cover Dispenser (SCD-1) W/ With DIM PT Dimension Point GFRC Glass Fiber Reinforced Concrete NO Number SCS Shower Compartment Seat W/O Without DN Down GFRG Glass Fiber Reinforced Gypsum NOM Nominal SD Soap Dispenser (SD-1) WC Window Covering (WC-1) DS Downspout GL Glass / Glazing NTS Not to Scale SECT Section WD Wood (WD-1) DTL Detail GWB Gypsum Wall Board SH Soap Holder WG Wall Guard (WG-1) DWG Drawing OA Overall SHT Sheet WM Walk -off Mat (WM-1) HB Hose Bibb OC On Center SHTG Sheathing WP Wall Protection (WP-1) (E) Existing HC Hollow Core OD Outside Diameter SIM Similar WR Waste Receptacle EA Each HD Head OFCI Owner Furnished Contractor Installed SND Sanitary Napkin Dispenser (SND-1) WT Weight OFOI Owner Furnished Owner Installed SNR Sanitary Napkin Receptacle (SNR-1) WWF Welded Wire Fabric SP Stand Pipe ARCHITECTURAL SYMBOLS LEGEND ^A1 ^A1 ROOM Building Section Identification A3o1 A301 Room Name and Number NAME 101 0 Wall Section Identification Al Door Number T T Al Al Ceiling Height Identification, Detail Identification A501 A501 height above finished floor s'-0 T T Equipment Reference, of Exterior Elevation Identification A201 Al see equipment schedule, A631 Al Equipment Reference, j o1 7 Interior Elevation Identification A4 A221 A2 OFCI or OFOI equipment A3 VIEW NAME Elevation Mark Drawing Identification Al A101 1 /8" = 1'-0" Building Grid Identification A — — — — — Match Line Identification A101 A101 -------------------------- North Point Revision Identification 7 Cy') Cm 66 u? ti LO T- C) CV N N r (FEC) Fire Extinguisher Cabinet 4'-6" 1'-2" T-0" 6" 9 _ q b� " N " T (GB) Grab Bars in in � r T (WC) (WC) Urinal Water Closet Water Closet ADA Compliant ADA Compliant MOUNTING HEIGHTS, TYPICAL 0 N Urinal Alarm/Strobe per Electrical Fire alarm manual pull station 221 21/2" Signage Room temperature sensor CO i0 CO Power or tele/data Typical outlets above Door & casework/countertops Device Power or tele/data outlets Layouts PTD L`1 _ _ 0 o Cn M � Light switch or door operator SND 0 0 0 TSC SNR SD o `Y' a, to c� N - � Z (SD-1) (PTD-1) (TSC-1) (SND-1) (SNR-1) (TPD-1) Soap Paper Towel Toilet Seat Sanitary Sanitary Toilet Dispenser Dispenser Cover Napkin Napkin Paper Dispenser Dispenser Receptacle Dispenser (M-1) Mirror FF FF y REWE.WED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER MA7_1NPA ;1UAWIN 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM T T 8729 OF WASHINGTON Building Permit Drawing Title ABBREVIATIONS, SYMBOLS AND NOTES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No 7 0 (V O LO 0 N d• • • — —---------- Line � _ � --� — —--------- • I West Property _ —---,-,---- . • I `.. / -_ / } I •t ;� • I I I r16) -- _------- Extent of scope of work, tyP• i New (51) striped parkin stalls j_ - ----- -- -* - -- 1 ure existing * ------------'- This area: reconfigure spaces, unload zones and drive with (6) ADA van --- * --- -__ aisle crossings _ stalls, (3) striped unload areas ,r'__ ,i ' .�. and (2) striped drive aisle - crossing s as shown i ' -- - qpq van parking Existing (1) - - stall to remain - --- Striped ADA ' access route from 11, 6, I parking stalls -- _ This area: replace �; -- , _. _ - - % .�� .. , _ -- - - • (2) existing spaceoo with (1) ADA van---- d; - stri e i stall and (1) P _ :�—��': __ ...... NOTE: Parking '- spaces marked withl i i asterisk do not I meet 2% maximum *I slope requirements ,; — - - I - for accessible parking or require ;__`_;I_ _ reduction of drive i aisle below COT minimum for crossing areas, TYP , Remove (1) edace `; for new strip ,I pulb parking-, EXISTING N G- S , SHOP, STORAGE, , LIBRARY Ji ,i Accessible entrance to Covered Airpark and Space Gallery -. `- ram- • .0pow a sown � 25'-01' -oMIN. P. • MIN. ' TYP. • • 1161 • (16� ' / • I � *F x / tilts • �� - t� - -�� • • •�� EXISTING SPACE GALLERY Existing bike rack, capacity (9) bikes Main visitor entry through Space Gallery New concrete path er andsca ehicle gate with 1 removable center post where fence crosses fire lane, typ. two locations 8' Security fence, typ, black vinyl coated New fire hydrant per Civil • ti / 4'H and generator — - (18)— ads for transformer (� ) 6" concrete P for 20'L x 8'W x 11'H V enclosure, enera Emergency 9 %--•,-- / PROJECT COVERED a of work, tYP / - PACE Extents of Scot _ l PARKING S AIRPARK GALLERY striped bulb delve aisle bulb GA New P ' aces for fire lane, do , SPACES 110 Total: 67 5 Remove (10) spaces 1. easement extents 01 G202 ADA: 3 4.5 West Property Line Access from 94th PI S, sheets G2 4.5 \ % ADA: 6 Brant For additional easement locations, see survey Bicycle: 3 Existing fire by spaces for fire lane 3 , 4 s aces for fire lane, new bulb Remove O P lane, typical, Remove O P - :- - J i_._. / ' wide fire turns / of 20 , . eter to J... r ne am Proposed Parcel Boundary Outli ►de di P P / eter 20 _. . dram ms per Civil / z ' outside _ - 1 40 Brant p New fire by drive lane New bulb -- New striped parking s / i / - / • typical / - / / (5) Pole light fixtures, tYP / / // / T / F� __ - Brant per Civil New fire y •--•"'�"`'+ ed irking stall and bulb ` i / ...._•—•- NeW strip P - Wheel stops, typical adjacent to building where available •— wheel stop — relocate existing - 21 ---..._.--•—•"_•-- � Reuse and •— ....---•.... stalls ,� •— •--• w striped parking Civi 71 x 15 -6) 11 •,_- ...._•- _ _ _ - Ne _ _ ad at restroom modules per ( , .,,_._.- _ •-- -- •� 6„ concrete p 40' L x 8' W x ' H) •� - •-*"'`'- • — — — OI .—• — .._. C� (16) containers, OF ( �'''••.'."""_ (3) storageOFOI •--•—'-�'• � I — New fire hydrant per Civil . --- - m _ -- Restroo modules:_.-•--•--' (16)doom=----•—•— o o 71- 'o _ Q • /""� 0 "M,. �4r��j-'.�,e � � �::o :,w€F.��, '�s�• �s�.`.5�"°x� � ,,'� h'v`,.d's k," , ' 1 r-------------- I /7_7 -- 0------------- r I N v Y uffer locations See Civil for Shoreline Setback and B j • Extents of scope of • work, typ. f: Existing gravel ;` New concrete paving f per Landscape �'.������.�m��7'„.��j�a.",s��,���u�."��`"'£4�s. •N�'s`62"��.,���rt�r �-„3�"��.��+� r' EXISTING AVIATION p� •10HIGH q01 SCHOOL 01 cent fen 2 • o �� / / / / Extent of existing gravel to west • and new grass area to east / r ,. ,.# x. :.: ... was?.:8, � s:'�' Mill _,.s. �v< r x _:., n.. , ,� . ,. ,r «i �� � .e .. �. �" C..« ..�;. . _h .3 '-.`V`s' �.•`.. ` ' _ .. *� v a '�"� » x.,...2'. _ ,», .. ,. ., ., _. _,>.. *^.. .. ., k .,'..- :m+ ` .. ,- .. .,. .e'. 7 'Vt•'3a.. <„-,. •§. _ .�,z�, i" d , „ w c ssn,.. ,....>`,. <..c .•. @`' a v..c. -,... ..:,. .. .. ,..;5'n �. s, '.�.. £. .e�� .K,.._ ., n�'.. x�_.. ... .,; ..:-.s„ .�;: :. '.�•€.x :� Ya-:`s Wiz'. .... '., ._. .....,..a+ 3 .. ., .- .•iro',.. ,. .. _ _- - .. .' �, .. -., � .r,,, -. .. .. _ :.., s ,,,. .,, ,. A,.t .`: .tea .,�<::.. . ,. �,..:. _�t,<C��E',s...... ;.. .� fir. ., , .. _,::. .,--a-µ••--a-- .,.,, ,.. , .. , . 9 . - ... -, . .. , v. ""�' _ :Y�v •.�,.�', . , .. .� ., � ,. . �..,� - .... ,. x o .. _ ..,.. �-.; r. , .;..,r .. > <. ,.,, - ..�� .. - .:�•:. -.. .,. .« .ate: .. ,._..,... ..»,- ._ .. .. ., .K ,.._ .y.. ._ .. ,,.-, .. _r. .. .. .. .: . .... .: ...<.. .___..,. .„ .a<. 180'opening for aircraft movement , _ .._ - ----- •------•—•----- —............ ................................ --- — ---------------------- — — — — -- — — ------ — — 20 TMC -- -------—-— - — - --- -==---== •-- --- _ -- - --- -=--- ---- —_ - _ — _--__— — — _ _—--------- ••---- Front Setback v DOD ° v v v v v v v v v v vv v v v v v vvv v v IVvv v v v v v v v v v v v v o v v vvv v vov v v o v v v o v v v o v v o v v C °� v 1717 v - • _ .° -- ° — - -- --- — ° ° as — -ErtY Lin d•- - °a•a- .° p. °Td — — — — — — — , e ° ° ld d - . . ♦ _ i • • e - ` v v v v v v v v v v/i,`v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v-•••.•• ••_— > n, v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v vvvvvvvvvvvvv j/ `w v v v v v v v v v v v v v v v v v V. v v v v v vvv v v v v v v vvv v vvv v v v v v v v v v v v v v v v v v v v v v v v v v v v v vvv v vvv v vov vvv vvvvv v v v v v v v v v vvvvvvvvvvvvvv vvvvvvv;/vvvvvvvvvvvvv vv vov v vov v vov v vovvv vvvv vov v vovvv vvvvvv v°vvvvvv°vvvvvv°vvvvvv°vv vvv°vv vv v vvvv vv v vvvvv v vvv vvvvvvvv v v v v v v v vvv v v v v v v v v v �i;%' '�,v v v v v v v v v v v v v v v v v v v vvvvv vvvv v vvvv v vvvv v v v v v vvv v vvv vvv v vvv v vvv v vvv v vvv v vvv vvvv v v v v v vvvvv vvvvv vvvvvvv v vvvvvvvvvv vvv vvvv?-%=' '`tr=n.._vvvvvvvvvvv vv vv vvv vvv vvv v vv vvvv vvvv v vv vvvv vvvv vvvv vvvv vvvv vv vvv vvv vvv vvvvvvvvv New concrete path 1 New, widened sidewalk 249'-3" to South Property Line intersection with East Property Line at South 94th Place New location, SCL utility pole Extents of scope of work, typ Grass area east of building EAST MARGINAL WAY SOUTH Existing fire hyrdant N --_ ii 2 Site Plan A100 1" = 20'-0" L7 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila — BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 21 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTN ERSH I P.COM } RICHARD ZIM ATE OF WASHINGTON Building Permit Drawing Title SITE PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 D15-0018 04/21/15 Correction Letter #1 Two 8" vertical rainleaders enter slab at corner, painted to match structure Space Gallery A201 20 21 4 3 18 19 A301 1 1 17 A301 Two 8" verti al rainleaders 14 15 enter slab at co ner, painted to / 13 / match structure .. 12 / ALJ 182'-0" 6 /22'-9" 22'-9" 22'-9" 22'-9" 182'-0"/7- / �L / 180 -3 clear opernn g / /---�-- 7-------- / / / 180'-3"clearppening / z 4 q — — — — — — — — — — — — — — — — — _----_ — — — — — —— i �- \ - :-..................................._.................................................................................................. ;� Thermal camera and security e a secu t n " ..... .. .... ...i I ----- ;� \ / EQ EQ EQ 5a 2-0......_._._...._...._.._..................................�.................................................................................._._.............................................J....................................1......_.........._...._.................................L.........................................................�..�-0 5-� — �� camera mounted 18 AFF at 15 typ. fence post spacing •-1— — / _ Sim. Sim. / 2p; each corner typ. ksF — ao — 5 A412 14 14 A 12 A412 0,p Security fence, A501 A412 / A412 Sim 1 2 8' tall chain link, black vinyl coated, typ, sleeved for removal Note: Provide low voltage motion detectors at (7) accessible aircraft: / 747, 787, Concord, AF-1, o Constellation, B-17, B-24 N Level 1 1/16" = 1'-0" F n ao LO O N N N 2 A201 a Typ. w> / A412 X is i / 12 / A412 / --- 20' Setback East Property Line F%P-V` twED FOR 90DE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM s i fr , 8729 OF WASHINGTON Building Permit Drawing Title LEVEL 1 FLOOR PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No G. Roof Plan 1/16" = V-0" :7 00 co LO u7 T 0 N N N n T K'— , 614) SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM z , s �T Building Permit Drawing Title ROOF PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No I Reflected Ceiling Plan 1/16" = V-0" C �7 00 N O O 00 U') T_ O N N N JLI ULAUI dI; PCIII ILCU, LYP/ 15 �9 20 Q16 �$ 17 14 � � 13 12 � � 9 10 11 � r8) Lighting Fixture L1: 21 REVrEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRG PARTN ERSH I P.COM mom 1 t Building Permit Drawing Title REFLECTED CEILING PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No r I r [ E n 23 :` ........................... __....... _ __.. rn N O O co O N N N t'^a .. .......� E %r ...................................... .......... ......... s s i................................. .......... 9 i '\ .......... Level 1 - Slab Finish Plan 1/16" = V-0" �13 1. At structural slab, no joints are parallel. 2. At concrete apron, joints are parallel. 3. Provide joint sealant at all structural slab locations. 4. Refer to Structural for joint details. Denotes drilled 2" dia. hole full depth, fill w/ joint sealant, typ. at slab on grade joint abutments ° Denotes floor box, dimensioned to nearest grid intersection 19.00, Denotes spot elevation - - - Denotes slope break Denotes concrete joint fl .... ............_i %I} \ ...................� t�3 r \ x t-:wr A REWEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION SRG PARINERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM s sign w> Building Permit Drawing Title SLAB FINISH PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No I 7 RIDGE POINT 86' - 9 7/8" E ROOF 56'-33/4" LEVEL 1 0'-01, Elevation - East 1/16" = 1'-01, R lei I RIDGE POINT 8-6 - 9 7/8" NW ROOF 75' - 7 3/8" E ROOF 5-6 - 3 3/4" LEVEL 1 0'-01, Elevation - North 1/16" = 1'-0" RIDGE POINT 86'-9V8' SW ROOF _ 77' - 11 5/8" E ROOF 56' - 3 3/4" LEVEL 1 0'-0.1 Elevation - South 1/16" = 1'-0" Oblique E\ Elevation unique E� Elevation 0 bo I Y F. ist assembly beyond per -uctural, painted, w/ D downlights (not shown) )unted to joists 'd netting returns at joist ds to perimeter beam lin leader (shown dashed), ;tall tight to structure. )pe 1/8" per foot. Painted match structure. ermal camera & security mera mounted to corner umn 18' A.F.F. *ectional exit signs at south al Id north column faces. Provide backing as req'd. Oblique Elevation > i I Ist assembly beyond per 'uctural, painted, w/ LED wnlights (not shown) )unted to joists ntinuous bird netting, 3/4" black, UV ibilized polyethylene knotted mesh, .ends between bottom chord of all joists d returns up ends, attachment per MillKder (shown dashed), tall tight to structure. Slope 1/8" per It, painted to match structure. reral bracing per Structural, painted, typ. ermal camera & security camera Iunted to corner column 18' A.F.F. curity fence with egress gates, black vinyl coated. _..ectional exit sign at interior fence line post, typ. Oblique Elevation \> REiEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 TER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM _ a 1- fa Building Permit Drawing Title EXTERIOR ELEVATIONS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No 7 N LO 6 ti LO r O N N N RIDGE POINT 86' - 9 7/8" Steel be Structur< painted RIDGE POINT 86' 9 - 7/8" E ROOF 56' - 3 3/4" LEVEL_1 0'-0" Building Section - Normal to East Edge 1/16" = 1'-0" 3 A301 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Sim. A 7 Skylight beyond I I Skylight, typ. I I A321 �� — — �l — Typ. roof �✓ �� assembly I L ' � I -------------------------------— — — — — — — — — — — — — —--------- -- = — !of ` - ------------ ------- ------ ___ 7 Steel truss assembly Steel joist assembly per Structural, (oblique section cut) I , p. painted, per Structural, p painted, typ. I Continuous bird netting, 3/4" bl; I I \ UV stabilized polyethylene knot I \\ Boeing 787 aircraft mesh, extends between botton I \ shown for reference only chord of all joists and returns ul I ends, attachment per installer. I Chainlink fence I _ _- ` ` ----------------------- - r LEVEL 1 I I iJ n L\� �'------- J � /� o'-o° Building Section - Normal to North and South Edge 1/16" = V-0" RIDGE POINT _ 86' - 9 7/8" 19 A413 Bird netting returns from joists to perimeter beam, typ, attachment — — I _ per Installer. I / I I Bird netting,_ typ, see notes AC101 I Steel column, bracing and beams I I i per Structural, painted, typ. I I I � I I I I Elec. platform beyond, painted Steel truss assembly i 1 -------------- Steel column per I I I per Structural, painted Structural, painted I I I ( ; Intermediate rest platform Access ladder I r- I I _ Intermediate rest platform ; opposite side of column, I Access ladder w/ fall arrest rail system I I I I I per A413. I I I Equip. per Electrical Directional exit signage I i Directional exit signage I center mounted to column I I center mounted to column I I I oo I oo LEVEL 1— I t Building Section - Parallel to Grid 12 1/16" =1'-0" E ROOF _ 56' - 3 3/4" Typ. roof assembly RIDGE POINT LEVEL 1 u 0'-0" Building Section - Parallel to Grid I Lighting fixture, mounted flush to bottom flange of joist, typ. Steel joist assembly per Structural, painted, typ. Continuous bird netting, 3/4" black, UV stabilized polyethylene knotted mesh, extends between bottom chord of all joists and returns up ends, attachment per installer. Steel bracing and beam per Structural (oblique section cut), painted, typ. Chainlink fence (oblique section cut) typ. 1 A301 Bird netting returns from oists to perimeter beam, ryp, attachment per installer q21 Chainlink fence 19 20 21 Steel beam I per Structural, I painted I I I I I I I 3 I I A321 ( I I Chainlink I fence I I I I I I I l I � Steel truss assembly ; (oblique section cut) per Structural, painted Steel column beyond, painted, per Structural I � Boeing 787 aircraft shown for reference only I I J REWIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 Cify of Tukwila BUILDING DIVISION RECEIVED CRY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTN ERSH I P. COM e fr ms Building Permit Drawing Title BUILDING SECTIONS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No 7 1/16" = 1'-0" 5 u? L0 ti u7 O N N N r Steel column per Structural, painted, beyond Chainlink fence where occurs, black vinyl coated, see A412 Directional exit 'I signage where occurs Finish grade per Civil, varies 1'-0 2'0° ! J-box and/or convenience I I outlet beyond, where occurs 1 0 ; j Concrete apron per Civil A501 !' Structural slab LEVEL 1 — 0,-0• I� • Concrete grade beam per Structural Gravel & drainage I I I I pipe per Civil I-1 I I1 I I1 I I III III II I I Enlarged Se tion - West Edge A321 / 1/4" = V-0" Q 0 �r Steel column beyond per Structural, painted Steel beam per Structural, painted ` Rainleader, painted to match structure. Elevation varies 3 I ii 3 i333 ii E I I I f 1 t i 'Z t i i I For common call- E outs, see 1 /A321 i i f i i LEVEL 1 Q 0'-0„ - F11 Enlarged Section - South Edge 1/4 1 0 21 cc b Steel column beyond per Structural, painted For common call - outs, see 1/A321 LEVEL 1 — _ 0'-0" --I I F9 I F = I= (I= I I=I =I ( = Enlarged Section - North Edqe A321 / 1/4" = 1'-0" E ROOF — 56' - 3 3/4" LEVEL 1 0'-0" Typ. roof assembly Gutter, painted 1 I s: I I 3 I A521 3 I s Rainleader, painted to match structure Steel beam assembly per Structural, painted Steel column beyond per Structural, painted 1 For common call - outs, see 1 /A321 l�l!-1rl�J� Enlarged Section - East Edge 1/4" = 1'-0" Sir 14 A521 East Skylight - Longitudinal Section 1" = 1'-0" East Skylight - Transverse Section 11. = 1'-0" West Skylight - Longitudinal Section 1. = 1'-0" For common call -outs, see 8/A321 For common call -outs, see 8/A321 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTN ERSH I P.COM Building Permit Drawing Title ENLARGED SECTIONS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No c_ c C" 11'-10" 2'-8" 4'-0" 3'-11 " 3'-7" 4'-0" 3'-5" O- o o o `n n- 2'-0" - O o (:D- b d_ O IN N _r M CI- ` r r � — — ti — ———— ( jJ io } N Women's Mech Men's Restroom Area Restroom o� o' a V-6" (V r 2'-10" rl r 2'-10" Multi 1 /2" = 1'-0" c u le -stall Restroom Module 0.17.0.1. 018w u T-0 1 /2" 5'-2" N� T-0 1 /2" 2'-0" N o5'-0" I I M I L 1 TYR Men's ADA Mech ' l Women's ADA / Restroom Area Restroom ADA-stall Restroom Module O. F.O.I. 1 /2" = 1'-0" Note: Manufacturer to provide components and fixtures to meet code requirements and tvD. mounting heiahts per A001. Note: Manufacturer to provide ADA-compliant components and fixtures to meet code requirements and tvD. mounting heiahts per A001. Enlar 1/4" = 1'-0" Enlar 1 /4" = 1'-0" I - Electrical platform above, see 3/A413 ed Plan - Restroom Modules ed Elevation - Restroom Modules 01 VC11IU 1II 11011100 aJ lati U, LyN- LEVLevel 1 U-01-p1 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM rrt w_. a�n��v� ■rnv,nn����r Building Permit Drawing Title ENLARGED PLANS AND ELEVATIONS - RESTROOMS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Date 00 LO 6 u7 ti LO O N N N f PERMIT CENTER Consultant Project No Owner Project No Drawing No a G H Panic hardware (\J enabled egress gate, Q Exterior typ. Y black vinyl coated, t See 3/A412 for Exterior See 3/A412 for Extent of \ Column & \ Typ. chainlink Exterior typical notes 11 typical notes 12 VARIES concrete Post fence assembly, \ Extent of apron, see 5._9„ 3.-4„ \ black vinyl coated \ 4'-8 1/2 EQ. EQ. EQ EQ EQ concrete apron AF101 for TYP \ joint pattern 25 24 Steel column per / Extent of A412 A412 Structural, painted, typ. / concrete apron 36" CL . ..................... ----....-...._._._._....................................... ......... ..... -........ --............. --.......... ........... ......... -.......... ---_............ -----.._...._._._._..._._._...._._...._._._.__-_...._....__......._....--._...._._......_ _.. _----------- --------------- - - -------..._._.__..-- ---...----...- --- _..._._ ..__------------- __ -- - -- --- _--------------------_ - ----- -- ... --- - ------...------------ _ _------ _..- -- ---- --- -------------- i i i TYP. o \ 2 __....... _.... _._._._..._. _....... _..._......._.._...._..._._........... ..._.... _......._ _..._..._........__.._.... .............. ._.__._............__...._.............._. Posts - - - - -- - ' - Posts - - - - - - - - - - - - - ' o -1 111 112 113 114 / '� A501 ' 101 102 103 104 i ` iv _______________________________ ____ N / °,i\ co 121 122 123 124 GRID - - --------- - - - - - - - 1 -- ------------------------------------------ ---- oo ` 25 0- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r o------------------------------------------------- --- \ ---- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------- A412 --- --9- ---� \ i 10 /------- ----------------------- ------------------------------------------------- `h------------------------------- - -------------- 8 T \ SRG PARTNERSHIP, INC Edge of structural \ \ A412 77� \,� / A412 A412 �2� Vertical rainleaders Edge of slab, see AF101 for Rainwater leader / / A412 9 \ \ joint pattern above, painted to enter slab 110 UNION, SUITE 300 structural slab SEATTLE, WA 98101 Steel bracing, painted, per \ match structure / 206 973 1700 Structural, above shown dashed (-2-Typ. Fence Structural Bay 3 Enlarged Plan - South Egress Gates 4 Enlarged Plan - Southwest Egress Gates 5 Enlarged Plan - West Egress Gates SRGPARTNERSHIP.COM A412 1/4" = 1'-0" A412 1 /4" = V-0" A412 1/4" = 1'-0" A412 1/4" = 1'-0" VARIES 1. Steel column in Exit signage mounted EQ EQ EQ foreground where Steel cross- to center post Directional exit signage where occurs per bracing per 22 Steel column per 1 22 , , Structural, typ. Structural I 25 I Structural, typ. 1 See 8/A412 for occurs per Life , , 25 30 , , I A412 1 I See 8/A412 for A412 1 typical notes Safety Plan , , A412 A412 2 3/8 dia. pipe top rail I A412 EQ t.EQ i Typ. chainlink I Yp typical notes I - - - I fence assembly, I I black coated A ; ( ac vinyl coa e 2 3/8 dia. line post, typ. Panic hardware egress gate, 11 enabled es t 9 ga. 2 x 211 _ 1 1 black vinyl coated to o I o I / 4 / / 1 Y 1 / / / / 1 chainlink mesh, I I match fence, typ. 1Of black vinyl coated Y 2 3/8 dia. bottom railAL I I I 1 I \ I ♦ ♦ \ 1 I ♦ ♦ ♦ ♦ ti I \ 1 -LEVEL 1 _ - I 1 - Level 1 1 Level 11 veloil 11 --- 0 -0 J-box and/or convenience outlet 5._9„ 3'-4" 29 Aluminum 4'-8 1/2" where occurs per Electrical T,P A412 fence post, typ. 7 I nterior Elevation - Typ. Fence at Structural Bay 8 Interior Elevation - South Egress Gates 9 Interior Elevation - Southwest Egress Gates (-1-6Interior Elevation - West Egress Gates A412 1 /4" = 1'-01, A412 1/4" = 1'-0.1 A412 1 /4" = 1'-0" A412 1/4" = 1'-0" Exterior K B A 11 Exterior 10 Exterior Q See 3/A412 for 4'-81/2" Exterior See 3/A412 for See 3/A412 for 9 See 31A412 for typical notes typical notes typical notes \ \-� - typical notes \ 3'-91/2" Steel bracing, / ___ _ _ ..._..... ___ .......... ............... ........... . .............. ... -.. _....__. __.. -.--- _ __-----____ _ _._-_-- �- ! / painted, per \ o�, Structural, above 9 9 1 / 2 2 shown ashed _ q 131 132 133 134 135 136 141 142 143 144 C3� ------------C i - - - -o 17 ---------------------- ----- - ---- ----- ------ - - --------------- ------------------------------------------------------------------------- 04 \oa 18 --------------------- ----------------------------- -- ------------------------------------------------ i A412 A412 i / 19 6 A412 / Column A501 & post 12 Enlarged Plan - North Egress Gates 13 Enlarged Plan - Northeast Egress Gates 14 Enlarged Plan - East Egress Gates 15 Fence @ East Structural Frame A412 1/4" = 1'-01, A412 1/4" = 1'-0" A412 1/4" = 1'-0" Posts Grid V-0" to extent of concrete apron 2'-0" outboard of column grid See 8/A412 for 1 See 8/A412 for 1 See 8/A412 for I I NM typical notes 1 typical notes 1 I I typical notes 1 End post cap I d beyond, size as I req 10, 1„J Twisted and barbed MCN Top Rail Ct t mesh termination I 3 Brace band beyond I 0 I Of I y: size as req'd, typ. L6>, 2 3/8" dia. pipe IMa \ \ . \ \ 1 \ ♦ \ ♦ 1 / / ♦ \ \ \ \ \ 1 \ \ \ \ 1 / / I top rail \\,JH \\ \\ \\ \\ ♦\ ', � i \\ \\ \\ \\ i � '� '-, /' /' "' ,/ Line post cap beyond, &M E Level 11 Level 11 Level 11 I size as req'd. 01 oil" 4) N C M Line post beyond I ° 2 EQ. EQ. I N I End post beyond I ° UJ 17 Interior Elevation - North E res Gates 8 Interior Elevation - Northeast E ress Gates 19 Interior Elevation - East Egress Gates I 9h and nk mesh at A412 1/4" = 1'-0.1 A412 1/4" = 1'-01, A412 1/4" = 1'-0" I exterior face Knuckled mesh All panic hardware Exterior 1/8" steel gate stop, finish to termination to be weatherized match gate & fence assembly All exit signage to 2 3/8" dia. pipe Exterior See 3/A412 for Align top of sign to be weatherized All steel plate Tension bar band below, typ. bottom rail 1 872 G TER typical notes centerline of fence 1'-2" Pushpad subassembly connections welded 9 ga. 3/8" tension bar, _ I HITE to rail Tamperproof End ca Push ad black vinyl coated Bottom p � EQp p �� POST Y � typ. Finish grade, Rail Concrete apron, EQ 4 dia. pipe end post, _ _________ ______ faceplate fasteners Mortise c Latch receiver bracket black vinyl coated 2" dia. pipe gate frame, varies grade varies 2" 2'-6" Top Rail - ® Mortise cylinder Y black vinyl coated I STATEOFWASHNGT V.I.F. ' V.I.F. -- -- - w/ on/off signal _ _ 4. .a. I _ 9 ga. chainlink mesh at - e Clear polycarbonate PUSH TO OPEN -ALARM WILL SOUND _ - - a CL Fence -- 8. a a 1'/ cover w/ black -� exterior face, black vinyl 162 161 faceplate, stenciled I coated, typ. a a a . _ ; as a Q 9 0 ;� ; a G a e Green & red LED a <a ® red lettering & alarm indicators 1/8" steel mounting plate, finish 6 Building Permit - Signage mounted to fence I directional chevron Siren Centercase cover to match gate & fence assembly Interior � 16"dia. post footing, typ. * Note: all fence post o.c. per Life Safe Plan, knockouts 3/4" MAX. Panic hardware w/ latch components to be Existing face of Space P P Safety , , �_ p Gallery exterior wall provide backing as req'd. Back -mount ------ ----- receiver bracket black vinyl coated per Drawing Title aluminum housing Specifications ENLARGED PLANS AND Folded mounting plate ELEVATIONS - FENCE eave above and below 21 South Egress Gates at Ent 22 T . Exit Si na a 23 T . Panic Hardware 24 Plan Detail - T . Egress Gate Strike Section Detail - T . Exterior Fence CO DE PLA COMPLIANCE 2rJ e Drawing scales indicated A412 1/4" = 1'-0" A412 1 1/2" = 1'-01, A412 1 1/2" = 1'-01, A412 3" = 1'-01, A412 3" = 1'-0"APPROVED apply to 36" x 48" drawing sheets. Scale may not be JUN 0 4 2015 accurate if drawing plots are less than this size. DOOR NO. FRAME OPENING (Ft - In) DOOR FRAME DETAILS REMARKS Level WIDTH I HEIGHT TYPE MATERIAL I FINISH TYPE MATERIAL T FINISH JAMB City of Tukwila Tie wires @ 16" End End LiBUILDING DIVISION Revisions ne O.C. min., black Post Post Post Line post cap No. Description Date LEVEL 1 vinyl coated, typ. 2 3/8" dia. pipe CL 101 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 w/ self -closing hinge hardware, weatherized, battery -powered exit alarm LEVEL 1 End post cap, black 3'-4" top rail to match Tie wires @ 16" O.C. min. hardware, mounting plates, gate stop and latch protector, typ. all doors vinyl coated, typ. typ. fence 25 2 3/8" dia. pipe top rail 102 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 4" dia. end post, black I 3'-0" I A412 1 vinyl coated, typ. opening 2 3/8" dia. pipe 103 3 7 F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 Top Rail � - - - header rail to Top Rail _ X - - - Tension wire typ.,where 104 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 match top rail ca occurs as req'd 111 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 Tension bar q Y p Y bands Cd s@ 12" mesh,"x 2" g gaainlink 112 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pie Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 113 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 black vinyl 2 dia. pipe gate frame, fabric woven coated black vinyl coated, typ. 1 114 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 ' typ, 1/8" steel mounting plate @ splices 121 3 7 size as req'd F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 w/ 4" folded eave gate 122 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 9 ga 3/8" wide I latch protectors, black 2 3/8" dia. 123 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 tension bar, 24 vinyl coated 1 line post at black vinyl o I 2'-11" A412 o interior face 124 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 coated, typ �° _ 131 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 Typ. fence N o I J-box where occurs 132 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 where occurs, 1 ° see: 7/A412. Brace band &rail cap, 133 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 Weatherized, battery- T size as req'd, typ. 134 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 Self -closing I powered exit alarm 1 2 3/8" dia. pipe 135 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 hinge hardware, M panic hardware w/ latch bottom rail black vinyl receiver bracket see: X 136 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 1 ° Finish grade 141 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 coated, typ. 23/A412 & 24/A412. I _ Chainlink mesh to 142 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 Bottom Rail CE M - Bottom Rail � - , - - Note: Fence components match typ. fence p Drawn by 143 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 ; ; ; ; End post footing, typ. ; ; to be black vinyl coated per Author � � i i i 144 31 71 F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 ° , , , , , , Specifications Checked by 151 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 3 ° �; ; ; ; ' �, o Q Checker 152 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 N M ; ; ; ; co ; ; Fence post Sleeve, typ. � CO" footing Date 153 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 + ' ' ' ' N a)g 01/26/15 CL 154 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 L_� �_� , �� , Sleeve RECEIVED Project No a ' ' ' ' ' CITY OF TUKWILA 214012 161 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pipe Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 L_-____J L------J Note: Door swings C) 162 3' 7' F Chain Link Black Vinyl Coated A Aluminum Pie Black Vinyl Coated 24/A412 see remarks at 101. LEVEL 1 1'-4" vary per Enlarged 1'-4" Consultant Project No 6 Y p Y TYP. Elevations LO or - Drawing Jp►N 2 6 2015 0PERMIT CENTER owner Project No 0 co No N 29 Elevation - Door T e F, Frame T e A, Interior Side 3o Elevation - T . Fence, Interior Side N A412 1/2" = 1'-01, n 00 0 6 0 co LO T_ 0 N N N Fall arrest tie -off anchorbeyond per Roof Plan Steel beam Structural, III I painted (oblique section cut) I I � I I 1 � WEST EAST JOIST JOIST B 9'-9" I I I Typ. roof assembly I Steel joist I assembly per Structural, painted I I I I I � I I I I I I I I I 1 I I I I I I I I I I I I q i I 4'-0" I II I is I CLR. I p I M I I II I I CP ' q I I ri a 1 PLATFORM EQ 11 Transverse Section Detail - 2'-0" ' Roof hatch I % % I Platform framing below deck/ / Roof hatch curb / per Structural, painted, typ. support per 11 Structural A521 3 Enlar ed Plan - West Electrical Platform 4 Enlar ed Plan - East Electrical Platform A5291 A413 1/2" = 1'-0" A413 1/2" = 1'-0" Roof access ladder w/ telescoping rail extension at west electrical platform only. Provide backing as req'd. 11 ga, 2" steel plank flooring w/ slip -resistant buttons, extends to perimeter toeboard — — — — — — — — — — — — — — — —1 Flattened expanded sheet steel mesh beyond, not shown 'fob clarity -I �. q _� u � �- ------ Platform framing shown dashed per Structural, painted typ. Longitudinal Section Detail - West Electrical Platform, East Sim. 1/2" = V-0" I I I I Equipment per Electrical, beyond Guardrail, painted to match structure, typ. Flattened expanded sheet steel mesh, painted to 1 match structure, typ. a 11 ga, 2" steel plank flooring 111 I w/ slip -resistant buttons, 11 extends to perimeter toeboard Steel toeboard, ' painted to match (I I structure, typ. I I u 1 u _EAST ELEC. I PLATFORM +54'-0" Frame and joist connections per Structural, painted Bird netting, typ, see notes AC101 EQ • East Electrical Platform A413 1/2" = 1'-0" WEST Roof hatch curb EAST JOIST support per JOIST Structural 1'-1 1/2" ff�)� Fall arrest tie-offTyp.roof anchorbeyond,assembly I per Roof Plan I I II I I I III I I I I I I I I 15 I Roof access ladder A521 7„ w/ telescoping rail extension I o I I I I I I I m Equip. per Electrical in foreground, typ. I I I I I I I I 1 4'-0" L 1 q i i u I CLR. I m U For common call - outs, see 11 /A413 I II I I I I N q 1 I I rig II f I I 7 I I I I I 9 PLATFORM i - I u l I I o n- U WEST ELEC. PLATFORM ---------------- ------ I +70'-0" ------ I -------------------- Bird netting, typ, EQ �• EQ * see notes AC101 Transverse Section Detail - West Electrical Platform Column flange, painted, per Structural Bracket beyond, fastened to column flange, painted to match structure, typ. Stringer beyond, painted to match structure Vertical fall arrest rail w/ rung clamps 1 1/2" x 1 1/2" square corrugated rung, typ. Column web beyond, painted, per Structural PLATFORM rih ELEVATION VARIES Electrical platform framing per Structural, painted Electrical platform shown dashed, oblique view Bird netting, elevation varies, see notes AC101; provide zippered opening where engages access ladder climb path Section Detail - Typ. Ladder at Electrical Platform Typ. roof assembly -_v-_____._.-----.---.=`__._---_____.. Joist top chord beyond, per Structural, painted Joist bracing member beyond, Steel column per Structural, painted per Structural, painted, typ. Equipment beyond per Electrical 11 — Guardrail assembly beyond, typ. Access ladder w/ u Guardrail assembly, fall arrest system, o mounted to u see common call -outs "' column, painted 11/A413 Flattened, Steel toeboard, painted expanded sheet to match structure, typ. steel mesh, painted — q Joist bottom chord beyond, per Structural, painted Guardrail, painted, typ. ��� ''`/ '!l HL r WEST ELEC. Platform framing PLATFORM per Structural, +70'-0" painted 3'_8" 1'-3" 2'-11/2" 13 A413 Enlarged Plan - Typ. Rest Platform 1/2" = 1'-0" Access ladder beyond, painted to match structure, mounted to column Vertical fall arrest rail system Steel column beyond per Structural, painted Guardrail, painted to match structure, typ. Steel toeboard, painted to match structure, typ. Flattened, expanded sheet steel mesh, painted to match structure Steel framing per Structural, painted to match column, typ. Section Details - Typ. Rest Platform 1/2" = 1'-0" A413 1/2" = 1'-0" 11 CE 17" I ('18 A413 I Column flange, painted, per Structural 71' I Column web beyond, v.l.F. painted, per Structural 11 Stringer beyond, painted to match structure I I o CL I I Hinged, lockable ladder guard panel w/ handle, I painted to match structure Rungs li co Vertical fall arrest rail - I I w/ rung clamps r Fall arrester w/ swivel auto -locking carabiner 1 1/2" x 1 1/2" square corrugated rung, typ. Bracket beyond, "' o a I fastened to column ~ I flange, painted to o L I match structure, typ. M Section Detail - Typ. Ladder at Column Base Plan Detail - Typ. Access Ladder 2'-1 1/2" O.C. 2'-0" CLR. Note: Ladder, brackets, and ladder guard panel components painted to match structure Steel column per Structural, painted Bracket below, typ. fastened to column flange, painted 3" x 1 3/4" x 1 /8" stringer, typ, Hinged, lockable ladder guard panel where occurs at ground level Corrugated rung below Vertical fall arrest rail w/ rung clamps Fall arrester w/ swivel auto -locking carabiner Note: Vertical fall arrest safety device assembly to meet design requirements of ladder per OSHA 1910.27 g Sv PE C;nlumn I South Elevation - West Access Ladder Typ. Roof Assembly Steel beam per Structural, painted Steel column per Structural, painted Steel joist assembly per Structural, painted, typ. (oblique section cut) Electrical platform shown dashed, see 3/A413 Bird netting w/ zippered opening where engages access ladder path of climb Intermediate platform shown dashed,— w/ 42" safety railing, painted to match structure Steel beam per Structural, painted Steel bracing per Structural, painted, typ. Intermediate platform shown dashed w/ 42" safety railing, painted to match structure Vertical fall arrest rail system Access ladder mounted to column, painted to match structure RE COE Lockable 2'-0" x 8' UII hinged panel ladder guard shown dashed • NAM Column& Ladder I Typ. Roof Assembly Steel joist assembly per Structural, painted, typ. (oblique section cut) Bird netting w/ zippered opening where engages access ladder path of climb Electrical platform beyond shown dashed, see 4/A413. Framing beyond per Structural -REF_EL 40'-0" Steel beam per Structural, painted Intermediate rest platform shown dashed w/ 42" safety railing, painted to match structure RECEIVED %ITY OF TUKWILA JAN 2 6 2015 gERMIT CENTER Vertical fall arrest rail system Access ladder mounted to column, painted to match structure Lockable 2'-0" x 8'-0" hinged panel ladder guard shown dashed Steel column per Structural, painted Level ll 0, - 0,ht SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM �s s I Building Permit Drawing Title ENLARGED PLANS AND ELEVATIONS - LADDERS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No 1/2" = 1'-0" 1/2" = 1'-0" 1 1/2" = 1'-0" 1 /4" = V-0" 1/4" = 1'-0" I 5 rn T N O T u7 0 N N T 9- POST 2'-0" I Sleeved fence post beyond, black vinyl coated I J-box beyond, aligned with and tight to fence posts, typ supplies exit signs, convenience power i Electrical conduit I Transition surface Existing surface W Q 3'-0" Vertical rain leader beyond, painted Steel column per Structural, painted 4" Concrete apron paving, 2% max slope Structural slab Base course / capillary break see geotechnical report EVEL 1 r_ i • va. a i r"'"' a '* �. a 4' - _ \° \ m -4 ° a d _ -d` ° Iv - - d _ _ - •1, a_ _ d -t _ 4,` - �, - e T e° d o A. - __ =���=L�� EZM�.I� _ I =- --11- tt LI I I+ 1= _EE 1 d d Pile cap beyond - 1 IIEE1 I I11F=1 1511 1 El 1E1 Ie' a -e, _°;e: I 1 �= Grade beam per Structural Fence post footing — _ _ a g: ~ a beyond, depth varies = -I— I 1 Gravel per Civil — — = I — _�` ° ._ a ge . Drainage pipe per Civil ° D °kkkkk& -ae a ;4�. �. '_-Oe d'. ••eQ.' a°; _°. "aa. - o�o 0 0 0%00 0 0 0 0 0 o 4. `�`b`"`b`"`b`"`b ° ° ° 0°° -i- - i= 1 Section Detail - West Edge at Grade A501 1 1 /2" = V-0" Plan Detail - Southwest Corner at Grade 1 1 /2" = 1 '-0" 1 A501 Line post, black vinyl coated, typ. Steel column per Structural, painted -i Extents of 4" concrete apron, typ. N �- Chainlink fence assembly, black vinyl coated, typ. See: A412 Concrete apron joint, typ. see AF101 Extents of 12" structural slab W i O Ij 60 8" horiztonal rain leader everfad; — - painte to match structure, typ. 8" vertical rainleader, painted to match structure, with cleanout / Thermal camera & security camera mounted to column 18' A.F.F. 3 Plan Detail - Northwest Corner at Grade A501 1 1/2" = 1'-0" End post, black vinyl coated — 21 3 -4 / / / / / / / / / / / / Q / / / / -CE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM } =�E i Building Permit Drawing Title DETAILS - SLAB Drawing scales indicated apply to 36" x 48" drawing sheets, Scale may not be accurate it drawing plots are less than this size. Revisions No. Description Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No Date � Plan Detail -Southeast Corner at Grade 1 1 /2" = 1'-0" � Plan Detail -Northeast Corner at Grade 1 1 /2" = V-0" Typical rc assembly see noteE 14/A521 LO 0 0 66 LO T N N N T Sloped gL 4" downsF painted to match structure Typ. Roof Edge, East 1 1/2" = 1'-0" Sloped c Level H." cut to "J' painted 4" Down painted T 6" = 1'-0' . Gutter Dim. point aligned to grids U.O.N. per Roof Fall Arrest Anchor 3" = 1'-0" 1/2" preformed jingle -point netal anchor 1/2" steel ,losure plate Reel pipe or )ost by nanufacturer :Iuid-applied >olyester reinforced nembrane flashing iealant Zoof structure, anchor ,upport and connection per Structural T" .rmoplastic polyolefin (TPO) ale -ply roofing membrane " gyp. cover board el decking per Structural -king support mber per Structural el column beyond Structural, painted el truss per ictural, painted it steel plate to vide closure for ;king & midspan ichment for gutter Rainleader, painted natch structure Slope v afies mbly & ,ture shed Panel batten Translucent panel system EPDM gasket Extruded aluminum frame cap Extruded aluminum panel spreader Extruded aluminum frame Tape or heat seal at ends of panels Weep holes at 12" o.c. Aluminum tube rafter Fastener, set in sealant Extruded aluminum pivot base All penetrations through sill flashing to be set in sealant Fasteners Sill pan flashing, set in sealant Termination bar, fastened at 12" o.c. — Membrane compatible sealant Removable sheet metal counterflashing 6" steel stud curb, see structural for typical attachment Exterior gypsum sheathing Exterior gypsum sheathing, painted to match steel deck Flashing membrane, 8" minimum height Shim as req'd Seam plates and fasteners Sealant, continuous Blocking, typ. Steel angle per Structural 0 Steel fascia plate, painted Joist bearing seat assembly Structural, pail TYPICAL ROOF ASSEMBLY: - 1 1/2" structural steel deck, painted - 5/8" Roof insulation protection board water resistant gypsum core with fiberglass mat facings on both sides - TPO roof membrane 80 mils minimum, mechanically fastened Steel angle per Structural, painted Metal J-bead at exposed gypsum edge, typical 6" steel tube per Structural, painted 4" steel tube bracing beyond, where occurs per Structural, painted Skylight Sill 3" = 1'-0" 1 21 Typ. Roof Edge, North and South 1 1/2" = 1'-0" Thermoplastic polyolefin (TPO) single -ply roofing membrane 5/8" gyp. cover board Steel decking per Structural Steel joist assembly beyond per Structural, painted Steel beam per Structural, painted Steel fascia plate, painted Joist bearing seat assembly Structural, pail TYPICAL ROOF ASSEMBLY: - 1 1/2" structural steel deck, painted - 5/8" Roof insulation protection board water resistant gypsum core with fiberglass mat facings on both sides - TPO roof membrane 80 mils minimum, mechanically fastened Steel angle per Structural, painted Metal J-bead at exposed gypsum edge, typical 6" steel tube per Structural, painted 4" steel tube bracing beyond, where occurs per Structural, painted Skylight Sill 3" = 1'-0" 1 21 Typ. Roof Edge, North and South 1 1/2" = 1'-0" Thermoplastic polyolefin (TPO) single -ply roofing membrane 5/8" gyp. cover board Steel decking per Structural Steel joist assembly beyond per Structural, painted Steel beam per Structural, painted co CU E s L U � N tl T N o Typ. Roof Edge, West 1 1/2" = T-0" KEWEVVIzU I -OR 15 Roof atch CODE COMPLIANCE A521 3" = 1'-0" APPROVE[ JUN 0 4 2015 City of Tukwila BUILDING DIVISION Thermoplastic polyolefin (TPO) single -ply roofing membrane 5/8" gyp. cover board Steel decking per Structural Bent steel plate to provide closure for decking & midspan attachment for gutter Sloped gutter Level HSS steel tube, cut to "J" shape, painted Steel truss per Structural, painted 4" downspout, painted to match structure Steel column beyond per Structural, painted 8" rainleader, painted to match structure Itch assembly, d to curb per ctu rer's iendations ;rs flashing, set in sealant ation bar, fastened at 12" o.c. ane compatible sealant able sheet :)unterflashing gypsum sheathing, to match steel deck gypsum sheathing stud curb, see Structural ;al attachment Ipport and hatch framing Ictural, painted elates and fasteners continuous roof assembly RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTN ERSH I P.COM .n �i 8729 Building Permit Drawing Title ROOF AND SKYLIGHT DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by Author Checked by Checker Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No r 1 ti u7 M ti LO 0 N 00 T_ T_ ANNOTATIONS HYDRONICS ANNOTATION B-# BOILER NUMBER (B-1) ET-# EXPANSION TANK NUMBER (ET-1) PLUMBING ANNOTATION P# PLUMBING FIXTURE ITEM NUMBER (P1) #"FD-# FLOOR DRAIN SIZE AND TYPE (2"FD-1) #"FS-# FLOOR SINK SIZE AND TYPE (2"FS-1) #'RD-# ROOF DRAIN SIZE AND TYPE (2"RD-1) REFRIGERANT ANNOTATION CU-# CONDENSER UNIT NUMBER (CU-1) STEAM ANNOTATION B-# BOILER NUMBER (BLR-1) HVAC ANNOTATION AHU-# AIR HANDLING UNIT NUMBER (AHU-1) AT-# ATTENUATOR NUMBER (AT-1) EF-# EXHAUST FAN NUMBER (EF-1) ERV-# ENERGY RECOVERY VENTILATOR NUMBER (ERV-1) F-# FAN NUMBER (F-1) FC-# FAN COIL NUMBER (FC-1) FH-# FUME HOOD NUMBER (FH-1) HRU-# HEAT RECOVERY UNIT NUMBER (HRU-1) HP-# HEAT PUMP NUMBER (HP-1) L-# LOUVER NUMBER (L-1) RC-# ROOF COWL NUMBER (RC-1) RF-# RETURN FAN NUMBER (RF-1) RTU-# ROOF TOP UNIT NUMBER (RTU-1) SF-# SUPPLY FAN NUMBER (SF-1) TU-# AIR TERMINAL UNIT (TU-1) UH-# UNIT HEATER NUMBER (UH-1) VAV-# VARIABLE AIR VOLUME NUMBER (VAV-1) NOTE: SYMBOLS AND ABBREVIATIONS ON THE DRAWINGS SHALL BE INTERPRETED IN ACCORDANCE WITH THE LEGENDS WHEREVER APPLICABLE. NOT ALL SYMBOLS AND ABBREVIATIONS IN THE LEGENDS ARE NECESSARILY USED FOR THE PROJECT. ABBREVIATIONS GENERAL ABBREVIATIONS AFF ABOVE FINISH FLOOR AFG ABOVE FINISH GRADE Cl CAST IRON CFM CUBIC FEET PER MINUTE CIRC CIRCULATION CLG CEILING CP CHROME PLATED DIV DIVISION DWG DRAWING FPM FEET PER MINUTE FT FEET GA GAUGE IN INCHES MAX MAXIMUM MFR MANUFACTURER MIN MINIMUM MNT MOUNT(ED) NC NORMALLY CLOSED NO NORMALLY OPEN OBVD OPPOSED BLADE VOLUME DAMPER OSA OUTSIDE AIR PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT SP STATIC PRESSURE SS STAINLESS STEEL TYP TYPICAL VEL VELOCITY W/ WITH W/IN WITHIN W/0 WITHOUT WC WATER COLUMN 0 DIAMETER - FLAT OVAL (D) DEMO (E) EXISTING GENERAL PLUMBING ABBREVIATIONS CO CLEAN -OUT COIW CLEAN -OUT IN WALL COTF CLEAN -OUT TO FLOOR COTG CLEAN -OUT TO GRADE FPWH FREEZE PROOF WALL HYDRANT GPM GALLONS PER MINUTE GTV GAS TANK VENT IE INVERT ELEVATION IW INDIRECT WASTE PRV PRESSURE REDUCING VALVE RPBP REDUCED PRESSURE BACKFLOW PREVENTER SV SUMP VENT VTR VENT THRU ROOF GENERAL PIPING ABBREVIATIONS HPGR HIGH PRESSURE GAS REFRIGERANT LPGR LOW PRESSURE GAS REFRIGERANT LR LIQUID REFRIGERANT GENERAL HVAC ABBREVIATIONS EXH EXHAUST AIR RA RETURN AIR OSA OUTSIDE AIR SA SUPPLY AIR TA TRANSFER AIR LEGENDS GENERAL LINEWEIGHT LEGEND PLUMBING LEGEND ---�----- EXISTING TO REMAIN CW DOMESTIC COLD WATER NEW WORK HW DOMESTIC HOT WATER - - - - - - DEMOLITION — — FUTURE WORK RW DOMESTIC RECIRCULATED WATER V VENT (ABOVE FLOOR) GENERAL PLUMBING/PIPING LEGEND — — _ W WASTE (ABOVE FLOOR) DIRECTION OF FLOW IW INDIRECT WASTE (ABOVE FLOOR) FIRE PROTECTION LEGEND ODL OVERFLOW DRAIN LINE RDL ROOF DRAIN LINE F FIRE SD STORM DRAIN DSP DRY STAND PIPE SAN SANITARY SEWER FDC FIRE DEPARTMENT CONNECTION PIPE G NATURAL GAS (7" WC, UNLESS OTHERWISE FUEL LEGEND SCW SOFT COLD WATER FOS FUEL OIL SUPPLY SHW SOFT HOT WATER FOR FUEL OIL RETURN DW DEIONIZED WATER GF GASOLINE FUEL (7) TEMPERED WATER AT °F SHOWN DF DIESEL FUEL LSP LANDSCAPE SPRINKLER SUPPLY LP PROPANE GW GREASE WASTE FV FUEL VENT AR ACID RESISTANT WASTE AR ACID RESISTANT VENT HYDRONICS LEGEND KCWS KITCHEN CHILLED WATER SUPPLY CWS CHILLED WATER SUPPLY KCWR KITCHEN CHILLED WATER RETURN CWR CHILLED WATER RETURN PCWS PRIMARY CHILLED WATER SUPPLY REFRIGERANT LEGEND PCWR PRIMARY CHILLED WATER RETURN IRS REFRIGERANT PIPING SUPPLY SCWS SECONDARY CHILLED WATER SUPPLY RR REFRIGERANT PIPING RETURN SCWR SECONDARY CHILLED WATER RETURN STEAM LEGEND TCWS TERTIARY CHILLED WATER SUPPLY HPS HIGH PRESSURE STEAM TCWR TERTIARY CHILLED WATER RETURN HPC HIGH PRESSURE STEAM CONDENSATE HWS HEATING WATER SUPPLY MPS MEDIUM PRESSURE STEAM HWR HEATING WATER RETURN MPC MEDIUM PRESSURE STEAM CONDENSATE PHWS PRIMARY HEATING WATER SUPPLY LPS LOW PRESSURE STEAM PHWR PRIMARY HEATING WATER RETURN LPC LOW PRESSURE STEAM CONDENSATE SHWS SECONDARY HEATING WATER SUPPLY STM STEAM SHWR SECONDARY HEATING WATER RETURN PC PUMPED CONDENSATE CD CONDENSATE DRAIN CDS CONDENSER WATER SUPPLY CDR CONDENSER WATER RETURN INDUSTRIAL LEGEND A AIR ACT ACETYLN TM TRI-MIX ARG ARGON H HYDROGEN HE HELIUM LAB/MEDICAL LEGEND DW DISTILLED WATER DI DEIONIZED WATER MA MEDICAL AIR 02 OXYGEN CO2 CARBON DIOXIDE N2 NITROGEN NITROUS OXIDE N20 VACUUM VAC RO REVERSE OSMOSIS SYMBOLS GENERALSYMBOLS ® KEY NOTE 0# REVISION # DETAIL NUMBER SHT DETAIL REFERENCE SHEET NUMBER rrST THIS SHEET # NXTSHT MATCH LINE REFERENCE " MATCHED SHEET # DIFFUSER SIZE DIFFUSER TYPE 10x10-S2 DIFFUSER OR REGISTER/GRILLE 250 INFORMATION �-CFM VALUE # CONNECTION TO EXISTING (#" INDICATES EXISTING SIZE) IDENTITY TEXT EQUIPMENT TAG UNIT NUMBER SECTION NUMBER 4ESECTION REFERENCE SHEET NUMBER GENERAL PLUMBING/PIPING SYMBOLS 0.1 ELBOW UP GI ELBOW DOWN 1 J01 TEE UP FG-1 TEE DOWN I-Gl RISE/DROP IN PIPE T-1 ELBOW FITTING P TEE FITTING CROSS FITTING b CONCENTRIC REDUCER/INCREASER N ECCENTRIC REDUCER/INCREASER III UNION -E3- EXPANSION JOINT -®- FLEXIBLE CONNECTION PIPE ANCHOR - PIPE GUIDE CAP m THERMOMETER yLr FLOW SWITCH IF THRUST RESTRAINT PIPE BREAK ® CIRCULATING PUMP (POINTS IN DIRECTION OF FLOW) PRESSURE GAUGE D4 VALVE (AS INDICATED OR SPECIFIED) VALVE IN RISER j� CHECK VALVE PRESSURE & TEMPERATURE RELIEF VALVE PRESSURE REDUCING VALVE (POINTS TOWARDS LOW PRESSURE) S SOLENOID VALVE -} HOSE BIBB/WALL HYDRANT ® CIRCUIT SETTER DQV�D4 REDUCED PRESSURE BACKFLOW PREVENTOR (RPBP) FIRE PROTECTION SYMBOLS FIRE DEPARTMENT CONNECTION (PEDESTAL) FIRE HYDRANT DkI POST INDICATOR VALVE o SPRINKLER HEAD (UPRIGHT) ® SPRINKLER HEAD (PENDANT) ® SPRINKLER HEAD (WET SIDE WALL) o SPRINKLER HEAD (DRY SIDE WALL) HYDRONICS SYMBOLS STRAINER P PRESSURE SWITCH U �Q TWO-WAY CONTROL VALVE THREE-WAY MODULATING CONTROL VALVE Q AIR VENT �1 VENTURI AIR SEPARATOR FLOOR SINK IiI WATER HAMMER ARRESTER PLUMBING SYMBOLS ROOF DRAIN I1 CLEAN-OUT(BELOW) 10 CLEAN -OUT (FLUSH TO FLOOR OR GRADE) O FLOOR DRAIN STEAM SYMBOLS �- TRAP SET (AS SPECIFIED) # INDICATES TRAP TYPE HVAC SYMBOLS NEW DUCTWORK ................. EXISTING DUCTWORK DUCTWORK TO BE REMOVED INTERNAL INSULATION 12"x8" RECT. DUCT SIZE (WIDTHxDEPTH) 12"0 CIRCULAR DUCT DIAMETER 24"x18"0 OVAL DUCT SIZE (WIDTHxDEPTH) s FIRE/SMOKE DAMPER s SMOKE DAMPER SMOKE DAMPER 1 MOTORIZED OR CONTROL DAMPER DUCT SECURITY GRILLE ® RECT. SUPPLY DUCT (SECTION) RECT. RETURN DUCT (SECTION) ® RECT. EXHAUST DUCT (SECTION) ROUND SUPPLY DUCT (SECTION) ROUND RETURN DUCT (SECTION) ROUND EXHAUST DUCT (SECTION) DUCT LINE BREAK 'N FLEXIBLE DUCT FLEXIBLE CONNECTION TURNING VANES AIR SPLIT TAKEOFF VOLUME DAMPER SIDEWALL DIFFUSER LOUVER THERMOSTAT CO CARBON MONOXIDE SENSOR CO CARBON DIOXIDE SENSOR ® RECTANGULAR DIFFUSER ® RECTANGULAR REGISTER/GRILLE OEM LINEAR DIFFUSER CIRCULAR DIFFUSER a RECEIVED CRY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SEPARATE PERMITMID APPROVAL 10 REQUIRED SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 9731700 SRGPARTNERSHIP.COM 0 to in VIC,#% In t r i x 11; i Building Permit Drawing Title LEGENDS & ABBREVIATIONS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by BAA Checked by PTS Date 1/26/2015 Project No 214012 Consultant Project No 1449 Owner Project No Dat \ Drawing No I s 7 Section 22 00 00 General Plumbing Requirements Part 1 General 1.1 Scope of Work A. It is intended for the Division 22 scope of work to include complete and functional plumbing systems - including all required materials, labor, equipment, and services necessary to achieve the desired final product. It is further intended for the Division 22 scope of work to include coordination with Divisions 21 and 23 and all work required by Division 22 for complete Fire Protection and HVAC systems. 1.2 Revision to Division Numbering A. These documents have been revised to reflect new numbering standards. All Mechanical documents were previously contained within Division 15. These documents have now been divided into Fire Protection, Plumbing and HVAC and renumbered as Divisions 21, 22 and 23, respectively. 1.3 Coordination of Divisions 21, 22 and 23. A. Divisions 21, 22 and 23 are used to communicate the requirements for the total Mechanical scope of work. It is intended for these three Divisions to serve as a single document, communicating the Mechanical scope of work. 1.4 References A. Division 00 and Division 01 of these specifications shall govern Division 22 work, including Bidding Requirements, Conditions of the Contract, and Supplementary Conditions. It is the Division 22 Contractor's responsibility to be aware of all information and requirements included in these locations, and to include those requirements as part of the Division 22 scope of work. B. It shall be understood by the Division 22 Contractor that the Division 22 scope of work is intended to involve a coordinated effort with all other Divisions of work. Refer to other sections of the documents for additional related requirements and to ensure a coordinated effort. C. References to industry standards, testing procedures, etc. are noted in individual sections of these specifications. The requirements and standards from the referenced documents shall be considered part of the requirements of these specifications. D. This section applies to all Division 22 work. The Division 22 Contractor shall ensure that all Division 22 work described throughout other specification sections and on the drawings is in accordance with this section. E. It shall be understood by the Contractor that the Division 22 information is intended to serve as a single document, and each section of these specifications directly or indirectly relates to all other sections. As such, each section does not attempt to identify every other Division 22 section that is related. Significant references to information outside of Division 22 are, however, occasionally provided for informational purposes. This information is provided to assist in coordination, but the lack of a reference to another portion of the Contract Documents does not relieve the Contractor of the responsibility for coordination with other sections of Division 22 and all other trades. 1.5 Definitions A. The following definitions shall apply to the use of these words when used in Division 22. These definitions are not intended to define use of these words outside of Division 22. B. Acceptance: The Owner's assumption of ownership of the plumbing system. C. Concealed, Exterior Installations: Concealed from view and protected from weather conditions and physical contact by building occupants but subject to outdoor ambient temperatures. Examples include installations within unheated shelters. D. Concealed, Interior Installations: Concealed from view and protected from physical contact by building occupants. Examples include above ceilings and in duct shafts. E. Contractor (The Contractor, This Contractor, Division 22 Contractor, etc.): The contractor responsible for the Division 22 scope of work. F. Date of Acceptance: The official date when Acceptance occurs. This will coincide with the granting of Substantial Completion unless noted otherwise by the Owner's Representative. It shall not be assumed that the Date of Acceptance has deviated from Substantial Completion unless written documentation is provided by the Owner's Representative indicating differently. G. Exposed, Exterior Installations: Exposed to view outdoors or subject to outdoor ambient temperatures and weather conditions. Examples include rooftop locations. H. Exposed, Interior Installations: Exposed to view indoors. Examples include finished occupied spaces and mechanical equipment rooms. I. Finished Spaces: Spaces other than mechanical and electrical equipment rooms, furred spaces, pipe and duct shafts, unheated spaces immediately below roof, spaces above ceilings, unexcavated spaces, crawlspaces, and tunnels. J. Mechanical: Shall refer in a consolidated manner to and be interchangeable with "Divisions 21, 22 and 23". K. Plumbing: Shall be considered interchangeable with "Division 22". L. Owner's Representative: The Architect or his designated representative, as outlined in the General Conditions. M. Provide: Furnish and install. 1.6 Abbreviations A. The following are industry abbreviations used in these specifications: ABS: Acrylonitrile-butadiene-styrene plastic; ASJ: AII- service jacket; BR: Butyl rubber; Buna-N: Nitrile rubber; CPVC: Chlorinated polyvinyl chloride plastic; CR: Chlorosulfonated polyethylene synthetic rubber; CSM: Chlorosulfonyl-polyethylene rubber; CWP: Cold working pressure; DDC: Direct digital control; DOP: Dioctyl phthalate or bis-(2-ethylhexyl) phthalate; EMCS: Energy Management and Control System; EPDM: Ethylene-propylene-diene terpolymer rubber; FOG: Fats, oils, and greases; FRP: Fiberglass -reinforced plastic; FSK: Foil, scrim, kraft paper; FSP: Foil, scrim, polyethylene; HDPE: High -density polyethylene plastic; HEPA: High -efficiency particulate air; I/0: Input/output; LLDPE: Linear, low -density polyethylene plastic; MS/TP: Master slave/token passing; MSS: Manufacturers Standardization Society for The Valve and Fittings Industry Inc.; NBR: Acrylonitrile-butadiene rubber; NC: Noise criteria; NR: Natural rubber; NUSIG: National Uniform Seismic Installation Guidelines; PE: Polyethylene plastic; PEX: Crosslinked polyethylene plastic; PC: Personal computer; PID: Proportional plus integral plus derivative; PMMA: Polymethyl methacrylate (acrylic) plastic; PP: Polypropylene plastic; PTFE: Polytetrafluoroethylene plastic; PUR: Polyurethane plastic; PVC: Polyvinyl chloride plastic; PVDC: Polyvinylidene chloride; RC: Room criteria; RTD. Resistance temperature detector; SSL: Self-sealing lap; SWP: Steam working pressure; TFE: Tetrafluoroethylene plastic; TPE: Thermoplastic elastomer; ULPA: Ultra low penetration air. 1.7 Applicable Codes A. Division 22 work shall be performed in accordance with applicable codes and standards as adopted by the authorities having jurisdiction including amendments. Following is a listing of major codes and standards, the requirements of which shall be considered part of the scope of this project. This list should not be considered comprehensive, and codes or standards not included in this list should not be considered to be excluded from the scope of the project. 1. Americans with Disabilities Act (ADA) 2. Applicable State and Local Codes and Ordinances 3. National Electrical Code 4. International Building Code 5. International Fire Code 6. International Mechanical Code 7. Uniform Plumbing Code 8. Washington State Non -Residential Energy Code 9. Washington State Indoor Air Quality Code 10. Washington State Boiler and Unfired Pressure Vessel Code. 1.8 Permits and Fees A. All permits and inspections required to complete the Division 22 scope of worts shall be included in the Division 22 bid price. All certifications provided as part of the permit and inspection process shall be provided to the Owner as part of the Division 22 scope of work as specified in these documents. B. All fees required by utility providers shall be included in the Division 22 bid price, including water, gas, sanitary sewer, and storm sewer connections. This shall include all charges to the project by these agencies, including but not limited to general fees, equipment charges (meters, vaults, etc.), tap fees, and utility main installation charges. 1.9 Scope and Appropriate Use of Bid Documents A. These specifications and accompanying drawings are intended to communicate the design concept for this project and outline the scope of work. They should not be viewed as a comprehensive document that details every specific task, item, or piece of equipment required to complete the project. It is understood that industry knowledge and experience is required to establish an accurate and complete scope of work from these documents, and it is assumed that the Division 22 Contractor possesses that knowledge and experience. Work not specifically noted in these specifications or the accompanying drawings, but which is required to complete the project, shall be included by the Division 22 Contractor as part of his scope of work. B. These specifications and the accompanying drawings are intended to supplement each other. Information included in either one shall be incorporated into the project as if included in both. In the event of any conflicts, the most stringent requirements shall be considered the governing scope of work until and unless clarification can be obtained by the Contractor. C. In the event of dimensional discrepancies between Division 22 documents and other disciplines, Architectural and Structural documents take precedence over Division 22. Refer to this information for sufficient understanding to the extent that it impacts the Division 22 scope of work. D. Drawings are intended to indicate the general arrangement of piping, ductwork, equipment and other components of Division 22 systems. They shall be followed as closely as possible, but shall be considered diagrammatic in nature. They are not intended to show every component, fitting, offset, etc. Components, fittings, offsets, etc. as required to meet the intent of the documents and to achieve coordination with other trades shall be included in the Division 22 scope of work. Note that more detailed information about routing may be provided for certain areas of the project where special constraints exist. It is the intent of this detailed information to better communicate the constraints, but these drawings and details shall still be considered diagrammatic in nature as outlined above. 1.10 Routing and Locations A. It is the Contractor's responsibility to coordinate equipment locations and system routing with available space and with all other trades. B. It is the Contractor's responsibility to coordinate and verify the exact locations and routing of equipment and systems prior to fabrication and installation. If discrepancies become apparent as part of the verification process, the Contractor shall ask for written clarification/direction. Alteration, removal and/or replacement of work already installed as a result of failure to verify and/or coordinate locations and routing prior to fabrication and/or installation shall be at the Contractor's expense. C, Locations of equipment shown on the drawings are approximate unless specifically dimensioned. D. All ductwork, piping, tubing, conduit, etc. shall be concealed within building construction unless noted otherwise. Mechanical rooms are considered to be within building construction for the purposes of this requirement. E. Existing utilities, piping, and ductwork have been indicated as closely as possible. The Contractor can assume that points of connection to existing utilities have been shown within 10 feet (3 meters) of the actual location. When actual points of connection are more than 10 feet (3 meters) from the location shown on the drawings, the Contractor shall notify the Owner's Representative prior to commencing this portion of the work. F. The Contractor is responsible for any remedial work required from failure to locate and preserve underground utilities. This shall include all work necessary to repair any damaged utilities to their original condition. 1.11 Scheduling A. It is understood that while drawings are to be followed as closely as circumstances permit, the Contractor shall be responsible for installation of systems according to the true intent and meaning of Contract Documents. Anything not clear or in conflict will be explained by making application to Owner's Representative. The Contractor shall familiarize himself with his scope of work as well as the required coordination with other trades and the scheduling of other trades sufficiently to address coordination issues in a timely manner such that they do not result in remedial work for other trades. B. Should conditions arise where certain changes would be advisable, secure approval from Owner's Representative for those changes before proceeding with work. Proceeding without written approval is at the Contractor's risk and at the Contractor's expense. C. The contractor shall coordinate with the work of various trades when installing interrelated work. Before installation of plumbing items, proper provisions shall be made to avoid interferences. Changes required in work specified in Division 22 caused by neglect to do so shall be made at no cost to Owner. D. Inserts and supports required by Division 22 shall be furnished and installed unless otherwise noted. Furnish sleeves, inserts, supports, and equipment that are an integral part of other Divisions of the Work to those involved in sufficient time to be built into construction as the Work proceeds. Locate these items and see that they are properly installed. Expense resulting from improper location or installation of items above shall be borne under Division 22. 1.12 Cutting and Patching A. The Division 22 Contractor shall be responsible for all cutting and patching required to complete the Division 22 scope of work. B. All patching shall be performed such that it matches existing finishes. C. The Contractor shall not cut any structural members without first getting approval from the Owner's Representative to do so. D. All cutting and patching required to correct defective or otherwise unacceptable work shall be the responsibility of the Division 22 Contractor. 1.13 Guarantee (Refer to Division 01) A. All Division 22 systems and equipment shall be guaranteed for a minimum period of one year. B. Specific equipment and/or systems requiring warranties beyond one year are indicated in the table at the end of this section. C. The guarantee shall begin at the Date of Acceptance, unless written documentation is provided noting otherwise. When more than one Date of Acceptance is indicated for various portions or specific equipment, the guarantee shall begin at the Date of Acceptance independently for each portion of the system or piece of equipment. D. Permission to use Division 22 systems or equipment for temporary heating or other contractor use prior to the Date of Acceptance, as outlined elsewhere in these specifications, shall not constitute the beginning of the guarantee period. The contractor shall make any necessary arrangements to extend equipment and/or system warranties sufficient to maintain the designated guarantee period from the Date of Acceptance. 1. Exception: When temporary heating and or other system use is requested by the Owner for the Owner's benefit prior to the Date of Acceptance, the guarantee period for the portions of the system or specific equipment requested for use may begin at the time it is put into service. This can only be assumed to have occurred if written documentation is provided indicating such. 1.14 Quality Assurance A. Material and Equipment Qualifications 1. Provide materials and equipment that are standard products of manufacturers regularly engaged in the manufacture of such products, which are of a similar material, design and workmanship. Standard products shall have been in satisfactory commercial or industrial use for 2 years prior to bid opening. The 2-year use shall include applications of equipment and materials under similar circumstances and of similar size. The product shall have been for sale on the commercial market through advertisements, manufacturers' catalogs, or brochures during the 2 year period. 2. Alternative Qualifications: Products having less than a two-year field service record will be acceptable if a certified record of satisfactory field operation for not less than 6000 hours, exclusive of the manufacturer's factory or laboratory tests, can be shown. B. Service Support: The equipment items shall be supported by service organizations. When requested to gain approval, submit a certified list of qualified permanent service organizations for support of the equipment which includes their addresses and qualifications. These service organizations shall be reasonably convenient to the equipment installation and able to render satisfactory service to the equipment on a regular and emergency basis during the warranty period of the contract. C. Manufacturer's Nameplate: Each item of equipment shall have a nameplate bearing the manufacturer's name, address, model number, and serial number securely affixed in a conspicuous place; the nameplate of the distributing agent will not be acceptable. D. UL Listings: All equipment shall be provided with a UL or approved equivalent label when labeling is available for that type of equipment. E. Fuel -fired equipment shall be labeled by the appropriate nationally recognized label for the fuel type (i.e. AGA). F. All control panels shall be UL listed (or equivalent approved label). G. Pressure vessels shall be provided in accordance with applicable pressure vessel ordinances. H. All mechancial equipment shall have an AIC rating of 100,000 or otherwise specified on electrical one -line diagrams fault current for each piece of equipment. 1.15 Substitutions (Refer to Division 01) A. When multiple manufacturers are listed in these specifications, equipment can be used from those manufacturers providing they can meet the requirements of the specifications and drawings. This shall include meeting capacity requirements, efficiencies, space and weight limitations, electrical provisions, etc. The detailed information in the specifications, scheduled equipment information, additional drawing information and any specific references to a particular manufacturer and/or model of equipment shall be considered the basis of design. Other listed manufacturers, even when listed in these specifications, will only be allowed if they meet or exceed that basis of design. B. Substitutions involving manufacturers not listed in these specifications will not be allowed without written approval. When written approval is requested, information will be reviewed in preliminary fashion for general conformance only. Any approved manufacturers will still be required to meet the requirements of these specifications and the drawings, and final approval during submittal review will only be granted if the equipment meets or exceeds the requirements of the documents. C. It is the Contractor's responsibility when utilizing approved substituted equipment to ensure the equipment will fit within the constraints of the project as detailed using the basis of design equipment (space, weight, power, etc.). Any required alterations by Division 22 or any other Division of work to accommodate differences between the substituted equipment and the basis of design equipment shall be the responsibility of the Division 22 Contractor, including the cost of design for the required changes. D. If the changes required by substituted equipment cannot be accommodated, the Contractor shall be responsible for replacing the substituted equipment with the basis of design equipment. E. Proposed substituted equipment will not be considered equal if it requires an increase of more than 5% in power usage at design conditions. 1.16 Plumbing Cost Breakdown (Refer to Division 01) A. Provide a breakdown of construction costs within 30 days of Notice to Proceed, with separate costs for each of the items listed in the table at the end of this section. 1.17 Payment Requests A. Submittals and operation and maintenance data must be received and approved before payment requests will be considered for materials and equipment. 1.18 Submittals (Refer to Division 01) A. Submittal information shall be provided and approved on all materials and equipment prior to ordering. B. Provide indication of which options and accessories are to be included. C. Include all scheduled information for equipment listed in schedules on the drawings. D. Review will be for general conformance only, and shall not relieve the Contractor for any deviations from the requirements of the documents unless clear written reference is made by the Contractor in the submittal to proposed deviations. f E. All Division 22 information shall be provided in one complete submittal, indexed by specification section. 1. Exceptions: At the discretion of the Owner's Representative, partial Submittals may be provided. If allowed, provide a table indicating submittal status with each submittal, and provide an initial submittal with all required tabs and space for all current and future submittals. F. Provide operation and maintenance data for individual equipment after initial submittals have been reviewed. G. Efficiency Standards 1. Units requiring more than a 5% increase in power input beyond the scheduled equipment to meet design capacities will not be considered equal. 2. Units requiring more than a 5% increase in fan brake horsepower over the scheduled equipment to meet the design flow and external static pressure requirements will not be considered equal and will not be accepted. 1.19 Delivery, Storage, And Handling A. Follow manufacturer's directions in delivery, storage, protection, and installation of equipment and materials. B. Promptly notify Owner's Representative in writing of conflicts between requirements of Contract Documents and Manufacturer's directions and obtain written instructions from Owner's Representative before proceeding with work. The Contractor shall bear expenses arising from correcting deficiencies of work that do not comply with manufacturer's directions or such written instructions from Owner's Representative. C. Handle, store, and protect equipment and materials to prevent damage before and during installation in accordance with the manufacturer's recommendations, and as approved by the Contracting Officer. Replace damaged or defective items. 1.20 Operation and Maintenance Manuals A. Provide a consolidated Operation and Maintenance Manual for Divisions 21, 22 and 23. 1.21 Extra Materials A. A list of extra materials to be provided under this contract has been included at the end of this section. Refer to individual specification sections for specific requirements of extra materials to be furnished under this contract. B. Turn extra materials over to Owner. 1. Provide summarized list of extra materials that have been furnished. List shall include verification by Owner's Representative that parts have been furnished. Incorporate into O&M Manual. Extra materials list shall be similar to that provided at the end of this section. 1.22 Cleaning A. Leave all equipment and systems in a clean and new condition at the completion of the project. Clean all piping and ductwork exposed in finished spaces. Remove all stickers from equipment in finished spaces (plumbing fixtures, etc.). Repair all scratched and damaged equipment to new condition, to include touch-up painting. 1.23 Record Drawings A. Maintain a set of Contract Documents dedicated for record drawings. These documents shall incorporate all clarifications and changes provided by the Owner's Representative, as well as field changes made by the Contractor. All markings shall be neat and legible. Turn over documents to the Owner's Representative at the completion of the project. 1.24 Punch Lists A. Notify the Owner's Representative in writing when the project is ready for punch lists. B. When all punch list items have been addressed, notify the Owner's Representative in writing that the project is ready for a backcheck of completed punch list items. Include a copy of the original punch list with each completed item initialed and any required notation indicating if something was not completed and why. C. If, at the time of the backcheck, items are found that continue to be in nonconformance with the project documents, these items will be forwarded to the Contractor. Completion of these items shall be required to achieve substantial completion. All site visits required beyond the initial punch list and initial back check visits, including visits required to verify completion of these remaining outstanding items, shall be charged to the Contractor at normal billing rates. 1.25 Visiting the Project Site A. The premises shall be examined and conditions shall be understood which may affect performance of work of this Division before submitting proposals for this work. B. No subsequent allowance for time or money will be considered for any consequence related to failure to examine existing site conditions. Part 2 Products (Not Used) Part 3 Execution (Not Used) Part 4 Tables 4.1 Plumbing Cost Breakdown Table Plumbing Cost Breakdown Table Category Metal Labor/ Installation Cost Mobilization Supervision Site Utilities Plumbing Seismic Restraint Plumbing Identification Waste, Storm and Vent Rough -in Miscellaneous Rough -In Plumbing Equipment (Floor Drains, Roof Drains, Water Hammer Arrestors, Valves, Hot Water Tanks, etc.) Commissioning Assistance 4.2 Submittal Table Submittal Table Submittal Data Included Submittal Previously Approved O&M Data Included O&M Previously Approved 220500 - Basic Plumbing Materials and Methods Access Doors Dielectric Fittings Escutcheons Mechanical Sleeve Seals Welding Certificates 220529 - Plumbing Hangers and Supports Fastener Systems Thermal Hanger Shield Inserts Metal Framing Systems Welding Certificates 22OW - Plumbing Vibration and Seismic Controls Design Calculations and Details for Each Piece of Equipment to be Restrained. Floor Plan Piping and Duct Layouts Equipment Seismic Qualfication Certification 220553-Plumbing Identification Pipe Markers Tags Section 221300 - Sanitary Waste, Storm Water and Vent Piping Systems Waste, Storm and Vent Piping (Unpressurized), Buried Waste, Storm and Vent Piping (Unpressurized), Above Grade Flexible, Nonpressure Pipe Couplings Shielded Nonpressure Pipe Couplings Rigid, Unshielded, Nonpressure Pipe Couplings Section 22 05 00 Basic Plumbing Materials and Methods Part 1 Products 1.1 Escutcheons A. Description: Chrome plated steel manufactured wall and ceiling escutcheons and floor plates, with an ID to closely fit around pipe, tube, and insulation of insulated piping and an OD that completely covers opening. 1.2 Flashing Materials A. Lead Sheet: ASTM B 749, Type L51121, copper bearing, with the following minimum weights and thicknesses, unless otherwise indicated: 1. General Use: 4.0-Ib/sq. ft. (20-kg/sq. m), 0.0625-inch (1.6-mm) thickness. 2. Vent Pipe Flashing: 3.0-Ib/sq. ft. (15-kg/sq. m), 0.0469-inch (1.2-mm) thickness. 3. Burning: 6-Ib/sq. ft. (30-kg/sq. m), 0.0938-inch (2.4-mm) thickness. B. Copper Sheet: ASTM B 152/B 152M, of the following minimum weights and thicknesses, unless otherwise indicated: 1. General Applications: 12 oz./sq. ft. (3.7 kg/sq. m or 0.41-mm thickness). 2. Vent Pipe Flashing: 8 oz./sq. ft. (2.5 kg/sq. m or 0.27-mm thickness). C. Zinc -Coated Steel Sheet: ASTM A 6531A 653M, with 0.20 percent copper content and 0.04-inch (1.01-mm) minimum thickness, unless otherwise indicated. Include G90 (Z275) hot -dip galvanized, mill-phosphatized finish for painting if indicated. D. Elastic Membrane Sheet: ASTM D 4068, flexible, chlorinated polyethylene, 40-mil (1.01-mm) minimum thickness. E. Fasteners: Metal compatible with material and substrate being fastened. F. Metal Accessories: Sheet metal strips, clamps, anchoring devices, and similar accessory units required for installation; matching or compatible with material being installed. G. Solder: ASTM B 32, lead-free alloy. H. Bituminous Coating: SSPC-Paint 12, solvent -type, bituminous mastic. 1.3 Joining Materials A. Refer to individual Division 22 piping Sections for special joining materials not listed below. Joining material requirements listed in individual Sections shall supersede the requirements in this section. B. Pipe Flange Gasket Materials: Suitable for chemical and thermal conditions of piping system contents. 1. ASME B16.21, nonmetallic, flat, asbestos -free, 1/8-inch (3.2-mm) maximum thickness unless thickness or specific material is indicated. a. Full -Face Type: For flat -face, Class 125, cast-iron and cast -bronze flanges. b. Narrow -Face Type: For raised -face, Class 250, cast-iron and steel flanges. 2. AWWA C110, rubber, flat face, 1/8 inch (3.2 mm) thick, unless otherwise indicated; full -face or ring type, unless otherwise indicated. C. Flange Bolts and Nuts: ASME B18.2.1, carbon steel, unless otherwise indicated. D. Plastic, Pipe -Flange Gasket, Bolts, and Nuts: Type and material recommended by piping system manufacturer, unless otherwise indicated. E. Solder Filler Metals: ASTM B 32, lead-free alloys. Include water-flushable flux according to ASTM B 813. F. Brazing Filler Metals: AWS A5.8, BCuP Series, copper -phosphorus alloys for general -duty brazing, unless otherwise indicated; AWS A5.8, BAg1, silver alloy for refrigerant piping, unless otherwise indicated. G. Solvent Cements for Joining Plastic Piping 1. ABS Piping: ASTM D 2235. 2. CPVC Piping: ASTM F 493. 3. PVC Piping: ASTM D 2564. Include primer according to ASTM F 656. 4. PVC to ABS Piping Transition: ASTM D 3138. H. Fiberglass Pipe Adhesive: As furnished or recommended by pipe manufacturer. 1.4 Mechanical Sleeve Seals A. Manufacturers: 1. Advance Products & Systems, Inc. 2. Calpico, Inc. 3. Metraflex Co. 4. Pipeline Seal and Insulator, Inc. B. Description: Modular sealing element unit, designed for field assembly, to fill annular space between pipe and sleeve. C. Construction: Sealing element - EPDM interlocking links shaped to fit surface of pipe, type and number required for pipe material and size of pipe; pressure plates - stainless steel, include two for each sealing element; connecting bolts and nuts - stainless steel of length required to secure pressure plates to sealing elements, include one for each sealing element. D. Pipe Threads: ASME B1.20.1 for factory -threaded pipe and pipe fittings. 1.5 Paint A. When painting is noted in Division 22 as required, paint shall be provided by Division 22 in accordance with the requirements of Division 09. 1.6 Sleeves A. Sleeves for Pipes Through Non -fire Rated Floors: 18 gauge (1.2 mm) thick galvanized steel. B. Sleeves for Pipes Through Non -fire Rated Beams, Walls, Footings, and Potentially Wet Floors: Steel pipe or 18 gauge (1.2 mm) thick galvanized steel. C. Sleeves for Pipes Through Fire Rated and Fire Resistive Floors and Walls, and Fire Proofing: Prefabricated fire rated sleeves including seals, UL listed, refer to Section 07270. D. Sleeves for below grade piping passing under footings: Class 52; ductile iron. E. Sleeves for below grade piping passing through exterior walls - Mechanical Sleeve Seals. F. Miscellaneous 1. Stuffing Insulation: Glass fiber type; non-combustible; 3 Ib. density. 2. Fire Safeing Sealant: Intumescent material capable of expanding up to 8 to 10 times when exposed to temperatures beginning at 250°F. It shall have ICBO, BOCA I approved ratings to 3 hours per ASTM E814 (UL 1479). 3M Fire Barrier Caulk, Putty, strip and sheet forms. 1.7 Supports and Anchorages A. Metal supports for Division 22 systems and equipment shall be provided in accordance with the requirements of Division 05. 1.8 Gutters A. Building gutters for Division 22 systems shall be provided in accordance with the requirements of Division 07 62 00. Section 22 05 29 Plumbing Hangers and Supports Part 1 Products 1.1 Metal Framing Systems A. Description: MFMA-3, shop- or field -fabricated pipe -support assembly made of steel channels and other components. B. Coatings: Corrosion -resistant finish, unless bare metal surfaces are indicated. C. Nonmetallic Coatings: Plastic coating, jacket, or liner. 1.2 Pipe Positioning Systems A. Manufacturers 1. C & S Mfg. Corp. 2. HOLDRITE Corp.; Hubbard Enterprises 3. Samco Stamping, Inc. B. Description: IAPMO PS 42, system of metal brackets, clips, and straps for positioning piping in pipe spaces for plumbing fixtures for commercial applications. 1.3 Pipe Stand Fabrication A. Shop or field -fabricated assemblies made of manufactured corrosion -resistant components to support piping. 1. For roof -mounted installations, design stands for installation without membrane penetration. 1.4 Steel Pipe Hangers and Supports A. Manufacturers 1. Crane 2. ERICO/Michigan Hanger Co. 3. Fee and Mason 4. Grinnell Corp. 5. Tolco Inc. B. Description: MSS SP-58, Types 1 through 58, factory -fabricated components. C. Galvanized, Metallic Coatings: Pregalvanized or hot dipped. D. Nonmetallic Coatings: Plastic coating, jacket, or liner. E. Padded Hangers: Hanger with fiberglass or other pipe insulation pad or cushion for support of bearing surface of piping. F. Hanger Rods: Carbon steel continuous -thread rod, nuts and washers. 1.5 Trapeze Pipe Hangers A. Description: MSS SP-69, Type 59, shop- or field -fabricated pipe -support assembly made from structural -steel shapes with MSS SP-58 hanger rods, nuts, saddles, and U-bolts. 1.6 Miscellaneous Materials A. Structural Steel: ASTM A 36/A 36M, steel plates, shapes, and bars; black and galvanized. B. Grout: ASTM C 1107, factory -mixed and -packaged, dry, hydraulic -cement, nonshrink and nonmetallic grout; suitable for interior and exterior applications. 1. Properties: Nonstaining, noncorrosive, and nongaseous. 2. Design Mix: 5000-psi (34.5-MPa), 28-day compressive strength. Section 22 05 48 Plumbin Vibration and Seismic Controls g Part 1 General 1.1 System Design A. All piping is to be restrained to meet code requirements. Spacing between restraints is not to exceed the allowable spacing listed in the latest revision of the SMACNA manual (Sheet Metal and Air Conditioning Contractors National Association, Inc.) "Seismic Restraint Manual Guidelines for Mechanical Systems". At a minimum, the seismic restraint manufacturer will provide documentation on maximum restraint spacing for various cable sizes and anchors, as well as 'worst case' reaction loads at restraint locations. In addition, seismic restraint manufacturer will provide support documentation containing adequate information to allow the installation contractor to make reasonable field modifications to suit special case conditions. B. All piping suspended within 12" of the support structure to qualify for seismic restraint exemption will be fitted with non - moment generating connections at the attachment point to the structure and must be routed to avoid swinging contact with equipment, structure and other pipe systems. C. Seismic restraint capacities to be verified by an independent test laboratory, certified by an experienced registered Professional Engineer or qualified by a nationally recognized agency such as VISCMA (Vibration Isolation and Seismic Control Manufacturers Association) to ensure that the design intent of this specification is realized. 1.2 Design Criteria A. Importance Factors: The following information shall be used to determine the Importance Factor of equipment and systems. Equipment and systems not clearly described below shall be assumed to have an Importance Factor of Ip = 1.5. 1. Ip = 1.0: Equipment and systems in buildings with an Occupancy Category of III that do not meet any of the requirements below for an Importance Factor of Ip = 1.5. 2. Ip = 1.5: a. All equipment and systems in buildings with an Occupancy Category of III, that need to remain in place and function for life -safety purposes following an earthquake. Examples include fans and equipment for smoke removal and fresh air ventilation systems; equipment and systems required for maintaining proper air pressure to prevent the transmission of infectious diseases; medical gas equipment and systems; steam lines and high pressure hot water lines. b. All equipment and systems in buildings with an Occupancy Category of III that contain or are used to transport hazardous materials, or materials that are toxic if released in quantities that exceed the excepted limits. Examples include natural gas and fuel oil systems; exhaust laboratory fume hood systems; boilers, furnaces, and flue systems; systems used to ventilate bio-hazard areas and infectious containment rooms. c. All equipment and systems in a building with an Occupancy Category of IV. 1.3 Quality Assurance A. Comply with seismic -restraint requirements in the IBC unless requirements in this Section are more stringent. B. Welding: Qualify procedures and personnel according to AWS D1.1/D1.1 M, "Structural Welding Code - Steel." C. Seismic -restraint devices shall have horizontal and vertical load testing and analysis and shall bear anchorage preapproval OPA number from OSHPD, preapproved by ICC-ES, or preapproved by another agency acceptable to authorities having jurisdiction, showing maximum seismic -restraint ratings. Ratings based on independent testing are preferred to ratings based on calculations. If preapproved ratings are not available, Submittals based on independent testin are referred. Calcula i n inclu in m inin h r n nil I i mi -r r in i n m g p t o s( d g co b g s ea a d to s e oads) to support se s c est a t des g s ust be signed and sealed by a qualified professional engineer. D. All seismic snubbers and combination snubber / vibration isolation materials specified herein shall be provided by a single manufacturer to assure sole source responsibility for the proper performance of the materials used. E. Materials and systems specified herein and detailed or scheduled on the drawings are generic as much as possible. Materials and systems provided must meet all requirements as listed in this specification. Part 2 Products 2.1 General A. Factory Finishes: Manufacturer's standard paint applied to factory -assembled and -tested equipment before shipping. 1. Powder coating on springs and housings. 2. All hardware shall be electrogalvanized. Hot -dip galvanize or powder coat metal housings for exterior use. 3. Enamel or powder coat metal components on isolators for interior use. 4. Color -code or otherwise mark vibration isolation and seismic -control devices to indicate capacity range. 2.2 FLEXIBLE CONNECTORS A. Manufacturers: 1. Amber/Booth Company, Inc. 2. Kinetics Noise Control. 3. Mason Industries. 4. Ventfabrics (FC-1 Only) 5. Durodyne (FC-1 Only) B. Flexible Duct Connector, Type FCA: Flexible glass fabric double coated with neoprene. Air -tight, water -tight and fire - retardant. 1. Basis of Design: Ventfabrics type Ventglas C. Neoprene Connector, Type FC-2: Spherical rubber expansion joint. Peroxide cured EPDM throughout with Kevlar tire cord reinforcement. The raised face rubber flanges must encase solid steel rings to prevent pull out. The connector shall be terminated at both ends with either a flange or threaded fitting. Connectors shall have a minimum burst pressure of 500 psi and a recommended maximum operating pressure that is greater than the design operation pressure at the temperature of the fluid. Control rods or cables should not be used unless specifically required by the manufacturer in writing. Pipe Size Axial Compression Axial Extension Less than 12 inches 3-1/2 inches 1-3/4 inches Over 12 inches 4-3/8 inches 2-1/8 inches 1. Basis of Design: Mason Industries type Safeflex SFDEJ. D. Braided Stainless Steel Hose, Type FC-3: Braided stainless steel hose with carbon steel nipples. 1. Basis of Design: Mason Industries type MN �_ Section 22 05 53 Plumbing Identification Part 1 Products 1.1 Pipe Markers A. General: Preprinted, color -coded, with lettering indicating service, and showing direction of flow. 1. Colors: Comply with ASME A13.1, unless otherwise indicated. 2. Lettering: Use piping system terms indicated and abbreviate only as necessary for each application length. 3. Pipes with OD, Including Insulation, Less Than 6 Inches (150 mm): Full -band pipe markers extending 360 degrees around pipe at each location. 4. Pipes with OD, Including Insulation, 6 Inches (150 mm) and Larger: Either full -band or strip -type pipe markers at least three times letter height and of length required for label. 5. Arrows: Integral with piping system service lettering to accommodate both directions or as separate unit on each pipe marker to indicate direction of flow. B. Pretensioned Pipe Markers: Precoiled semirigid plastic formed to cover full circumference of pipe and to attach to pipe without adhesive. C. Shaped Pipe Markers: Preformed semirigid plastic formed to partially cover circumference of pipe and to attach to pipe with mechanical fasteners that do not penetrate insulation vapor barrier. D. Self -Adhesive Pipe Markers: Plastic with pressure -sensitive, permanent -type, self-adhesive back. E. Plastic Tape: Continuously printed, vinyl tape at least 3 mils (0.08 mm) thick with pressure -sensitive, permanent -type, self- adhesive back. 1. Width for Markers on Pipes with OD, Including Insulation, Less Than 6 Inches (150 mm): 3/4 inch (19 mm) minimum. 2. Width for Markers on Pipes with OD, Including Insulation, 6 Inches (150 mm) or Larger: 1-1/2 inches (38 mm) minimum. 1.2 Stencils A. Stencils: Prepared with letter sizes according to ASME A13.1 for piping; minimum letter height of 1-1/4 inches (32 mm) for ducts; minimum letter height of 3/4 inch (19 mm) for access panel and door markers, equipment markers, equipment signs, and similar operational instructions. 1. Stencil Material: Metal or fiberboard. 2. Stencil Paint: Exterior, gloss, acrylic enamel, black, unless otherwise indicated. Paint maybe in pressurized spray - can form. 3. Identification Paint: Exterior, alkyd enamel in colors according to ASME A13.1, unless otherwise indicated. Section 2213 00 Sanitary Waste, Stormwater and Vent Piping Systems Part 1 Products 1.1 Piping A. Waste, Storm and Vent Piping (Unpressurized), Buried 1. ABS: ASTM D 2661; schedule 40. a. Fittings: ABS to match piping. b. Joints: ASTM D 2661, made to ASTM D 3311, drain, waste, and vent patterns. c. Use ABS solvent cement that has a VOC content of 325 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24). d. Use adhesive primer that has a VOC content of 550 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24). 2. Cast Iron (Hubless): ASTM A 888/CISPI 301 service weight. a. Fittings: Cast iron to match piping. b. Joints: ASTM C 1277 heavy duty shielded couplings with stainless steel shield, bands and tightening devices; ASTM C 564 rubber sleeve. 3. Cast Iron (Hub and Spigot): ASTM A 74 service weight; a. Fittings: Cast iron to match piping. b. Joints: ASTM C 564 rubber gaskets. 4. PVC Pipe and Fittings: ASTM D 2665, drain, waste, and vent. a. PVC Socket Fittings: ASTM D 2665; socket type; made to ASTM D 3311, drain, waste, and vent patterns. B. Waste, Storm and Vent Piping (Unpressurized), Above Grade 1. ABS: ASTM D 2661; schedule 40. a. Fittings: ABS to match piping. b. Joints: ASTM D 2661, made to ASTM D 3311, drain, waste, and vent patterns. 2. Cast Iron (Hubless): ASTM A 888/CISPI 301 service weight. a. Fittings: Cast iron to match piping. b. Joints: ASTM C 1277 heavy duty shielded couplings with stainless steel shield, bands and tightening devices; ASTM C 564 rubber sleeve. 3. Cast Iron (Hub and Spigot): ASTM A 74 service weight; a. Fittings: Cast iron to match piping. b. Joints: ASTM C 564 rubber gaskets. 4. PVC Pipe and Fittings: ASTM D 2665, drain, waste, and vent. a. PVC Socket Fittings: ASTM D 2665; socket type; made to ASTM D 3311, drain, waste, and vent patterns. 1.2 Cleanouts A. Manufacturers 1. J.R. Smith 2. Josam 3. Wade 4. Zum B. General: Body material as required to match connected piping; full size to 4 inches; not less than 4 inches for larger pipe; extensions with flush frames and brass removable cover plates. C. Exposed Cleanouts: Lead seal plug with gasketed iron plug or tapped cast iron fitting with gasketed iron plug. D. Exterior Cleanouts: Cleanouts in sewers outside building proper shall be of 4 inch (102 mm) cast iron pipe brought up to finish grade with cast iron cap recessed 1/4 inch (6 mm) in 18 inch x 18 inch x 6 inch (450 mm x 450 mm x 150 mm) concrete block. Block shall have beveled edge and shall be set flush with top of finish grade. Cleanout shall be equal to J.R. Smith #4255. 1.3 Miscellaneous Drainage Piping Specialties A. Sleeve Flashing Device: Manufactured, cast-iron fitting, with clamping device, that forms sleeve for pipe floor penetrations of floor membrane. Include galvanized -steel pipe extension in top of fitting that will extend 2 inches (51 mm above finished floor and galvanized -steel pipe extension in bottom of fitting that will extend through floor slab. Size as required for close fit to riser or stack piping. B. Stack Flashing Fittings: Counterflashing-type, cast-iron fitting, with bottom recess for terminating roof membrane, and with threaded or hub top for extending vent pipe. Same size as connected stack vent or vent stack. C. Expansion Joints: ASME A112.21.2M; cast iron body with bronze sleeve, packing, and gland; end connections matching connected piping. Same size as connected soil, waste, or vent piping. D. Downspout Boots: ASTM A 48/A 48M; gray -iron casting; strap or ears for attaching to building; shop -applied bituminous coating. Part 2 Execution 2.1 General A. Excavation: Refer to Division 2 for excavating, trenching, and backfilling requirements. B. Refer to Section 220500 for additional piping installation requirements. 2.2 Piping A. Install buried piping inside the building between wall and floor penetrations and connection to sanitary sewer piping outside the building with restrained joints. Anchor pipe to wall or floor. Install thrust -block supports at vertical and horizontal offsets. B. Make changes in direction for soil and waste drainage and vent piping using appropriate branches, bends, and long -sweep bends. Sanitary tees and short -sweep 1/4 bends may be used on vertical stacks if change in direction of flow is from horizontal to vertical. Use long -turn, double Y-branch and 1/8-bend fittings if 2 fixtures are installed back to back or side by side with common drain pipe. Straight tees, elbows, and crosses may be used on vent lines. Do not change direction of flow more than 90 degrees. Use proper size of standard increasers and reducers if pipes of different sizes are connected. Reducing size of drainage piping in direction of flow is prohibited. C. Lay buried building drainage piping beginning at low point of each system. Install true to grades and alignment indicated, with unbroken continuity of invert. Place hub ends of piping upstream. Install required gaskets according to manufacturer's written instructions for use of lubricants, cements, and other installation requirements. Maintain swab in piping and pull past each joint as completed. D. Install soil and waste drainage and vent piping at the following minimum slopes, unless otherwise indicated: 1. Horizontal Sanitary Drainage Piping: 2 percent downward in direction of flow. a. For piping NPS 4(DN 100) and larger, 1 percent slope can be utilized when approved by the Authorities Having Jurisdiction and the Engineer. 2. Vent Piping: 1 percent down toward vertical fixture vent or toward vent stack. E. Do not enclose, cover, or put piping into operation until it is inspected and approved by authorities having jurisdiction. F. Install escutcheons at wall, floor, and ceiling penetrations in exposed finished locations and within cabinets and millwork. Use deep -pattern escutcheons if required to conceal protruding pipe and fittings. G. Cast Iron Piping 1. Install cast-iron soil piping according to CISPI's "Cast Iron Soil Pipe and Fittings Handbook," Chapter IV, "Installation of Cast Iron Soil Pipe and Fittings." 2. Sleeves are not required for cast-iron soil piping passing through concrete slabs -on -grade if slab is without membrane waterproofing. 2.3 Cleanouts A. Install cleanouts at grade and extend to where building sanitary drains connect to building sanitary sewers. B. Install cleanout fitting with closure plug inside the building in sanitary force -main piping. C. Install cleanouts in aboveground piping and building drain piping according to the following, unless otherwise indicated: 1. Size same as drainage piping up to NPS 4 (DN 100). Use NPS 4 (DN 100) for larger drainage piping unless larger cleanout is indicated. 2. Locate at each change in direction of piping greater than 45 degrees. 3. Locate at minimum intervals of 50 feet (15 m) for piping NPS 4 (DN 100) and smaller and 100 feet (30 m) for larger piping. 4. Locate at base of each vertical soil and waste stack. 2.4 Through -Penetration Firestop Assemblies A. Install through -penetration firestop assemblies in plastic conductors and stacks at floor penetrations. 2.5 Miscellaneous Drainage Piping Specialties A. Sleeve Flashing Device: Install sleeve flashing device with each riser and stack passing through floors with waterproof membrane. B. Expansion Joints: Install expansion joints on vertical stacks and conductors. Position expansion joints for easy access and maintenance. C. Downspout Boots: Install manufactured, gray -iron downspout boots at grade with top 12 inches (305 mm) above grade. Secure to building wall. 2.6 Cleaning A. Clean interior of piping. Remove dirt and debris as work progresses. B. Protect drains during remainder of construction period to avoid clogging with dirt and debris and to prevent damage from traffic and construction work. C. Place plugs in ends of uncompleted piping at end of day and when work stops. 2.7 Protection A. Exposed ABS and PVC Piping: Protect plumbing vents exposed to sunlight with two coats of water -based latex paint. 2.8 Testing A. Test sanitary drainage and vent piping according to procedures of authorities having jurisdiction or, in absence of published procedures, as follows: 1. Test for leaks and defects in new piping and parts of existing piping that have been altered, extended, or repaired. If testing is performed in segments, submit separate report for each test, complete with diagram of portion of piping tested. 2. Leave uncovered and unconcealed new, altered, extended, or replaced drainage and vent piping until it has been tested and approved. Expose work that was covered or concealed before it was tested. 3. Roughing -in Plumbing Test Procedure: Test drainage and vent piping, except outside leaders, on completion of roughing -in. Close openings in piping system and fill with water to point of overflow, but not less than 10-foot head of water (30 kPa). From 15 minutes before inspection starts to completion of inspection, water level must not drop. Inspect joints for leaks. 4. Finished Plumbing Test Procedure: After plumbing fixtures have been set and traps filled with water, test connections and prove they are gastight and watertight. Plug vent -stack openings on roof and building drains where they leave building. Introduce air into piping system equal to pressure of 1-inch wg (250 Pa). Use U-tube or manometer inserted in trap of water closet to measure this pressure. Air pressure must remain constant without introducing additional air throughout period of inspection. Inspect plumbing fixture connections for gas and water leaks. 5. Repair leaks and defects with new materials and retest piping, or portion thereof, until satisfactory results are obtained. 6. Prepare reports for tests and required corrective action. B. Test force -main piping according to procedures of authorities having jurisdiction or, in absence of published procedure as follows: 1. Leave uncovered and unconcealed new, altered, extended, or replaced force -main piping until it has been tested and approved. Expose work that was covered or concealed before it was tested. 2. Cap and subject piping to static -water pressure of 50 psig (345 kPa) above operating pressure, without exceeding pressure rating of piping system materials. Isolate test source and allow to stand for four hours. Leaks and loss in test pressure constitute defects that must be repaired. 3. Repair leaks and defects with new materials and retest piping, or portion thereof, until satisfactory results are obtained. 4. Prepare reports for tests and required corrective action. RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM EXPIRES 06/25/2015 �' • o � , - I �-- `j _- �_ _, ,� �i Building Permit Drawing Title SPECS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by BAA Checked by PTS Date 1/26/2015 Project No 214012 Date r SEPARATE PERMIT AiVD APRROVAL REQUIRED Consultant Project No 1449 Owner Project No Drawing No � UNDERSLAB PLAN - PLUMBING r1_ L0 T- 00 r:.: U-) T- 0 N 00 A Q ........... ...... ... . 6 0"SD STUBBED OUT 5'-0" :ROM BUILDING. SEE CIVIL 'OR CONTINUATION WERT ELEVATION -5.69' . . ............ ... V .... . ..... ................... .. ...... ... . ........ . . . ... .......... ........ ............ ........... . .. . ........... .... ... ... ....... . ............. ..... .. .. .. .... ........... . . .... .......... .......... ................. .......... .......... ................. ...... .. ... RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SEPARATE PERMITAND APPROVAL 14 REQUIRED SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM 0 i n vor e n t r i XL# I EXPIRES 06/25/2015 1 • Building Permit Drawing Title UNDERSLAB PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by BAA Checked by PTS 7 Irawing Ro P 1 / /(TYP.10) // (TYp 16) | / FIRST FLOOR PLAN PLUMBING UMBUNG SDDN. SEE SHEET pl1FOR PENETRATION INFORMATION. / SRGPARTNERSHP, INC 11OUNION, SUITE 3UU SB\TTLE.VVA 98101 2069731700 SRQPARTNERSH|P.COM 10 | i nw,e n it r i xo | qt�� Building Permit Drawing Title LEVEL I FLOOR PLAN Drawing scales indicated apply 0o3Rx48^drawing sheets. Scale may not be accurate ifdrawing plots are less than this size. Revision No. Description Date EXTERIOR WALL ; _4 • • d PQ - • e.e TIE BEAM _• _ - _ d - b d < e d� , LEADER ESCUTCHEON TO COMPLETELY �SLAE COVER OPENING -d - - ' \ PIPE SLEEVE PENETRATION THROUGH SLAB TO BE SEALED WATER -TIGHT. SEE SPECIFICATIONS ON SHEET P0.2 FOR REQUIREMENTS FOR PIPING THROUGH SLAB. SLAB PENETRATION DETAIL NOT TO SCALE 6" GUTTER AT 1/8" : 12" SLOPE. SEE ARCHITECTURAL SHEETS FOR MORE INFORMATION. 4" SD DOWNSPOUT ROOF PER ARCHITECTURAL PLANS 1/8 : V-0" 8" SD LEADER AT 1/8" : V-0" SLOPE GUTTER CONNECTION DETAIL C'NOT TO SCALE 2 ARCHITECTURAL PLANS RAL COLUMN ,UT ANCHORED TO RE (TYP. 2) .UT SD PE CLAMP RAIN LEADER SUPPORT DETAIL J NOT TO SCALE RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SEP ARATE APPROVAL REOWRED SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM onventrik °a =�4 Building Permit Drawing Title DETAILS & LARGE SCALE PLANS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by BAA Checked by PTS