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Permit D15-0191 - FAMILY FUN CENTER - ADDITIONS
FAMILY FUN CENTER 7300 FUN CENTER WAY D15-0191 City of Tukwila 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.gov DEVELOPMENT PERMIT Parcel No: 2423049063 Permit Number: D15-0191 Address: 7300 FUN CENTER WAY Issue Date: 10/2/2015 Permit Expires On: 3/30/2016 Project Name: FAMILY FUN CENTER Owner: Name: FAMILY FUN CENTERS TUKWILA Address: 7300 FUN CENTER WAY, TUKWILA, WA, 98188 Contact Person: Name: JOSH PETERSON Address: 8383 158TH AVE NE, STE 280, REDMOND, WA, 98052 Contractor: Name: RYAN GENERAL CONTRACTORS INC Address: PO BOX 751, WOODINVILLE, WA, 98072 License No: RYANGC1930PC Lender: Name: FAMILY FUN CENTERS TUKWILA Address: 7300 FUN CENTER WAY, TUKWILA, WA, 98188 DESCRIPTION OF WORK: Phone: (425) 885-4300 Phone: Expiration Date: 5/23/2017 12,413 SF ADDITION TO EXISTING FAMILY FUN CENTER AND 3396 SF ADDITION TO EXISTING SECOND FLOOR OF MAIN BUILDING Project Valuation: $2,711,011.69 Fees Collected: $44,909.74 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Occupancy per IBC: A-2 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 296-4613: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 200 Fill: 200 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: I A /���� 1 �- Date: d�Vl I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this 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 construction or the performance of work. I am authorized to sign and obtain this development permit and agree t�o�the nconditions attached to this permit. Signature:Date: LO— ��l \ 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: 1: Mahonia aquifolium and vaccinium ovatum must be 5 gallon container plants (See redlines sheet L1 of 1). Landscaping inspections will verify proper plant size. 2: ***PUBLIC WORKS PERMIT CONDITIONS*** 3: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 4: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 5: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 7: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 8: The Land Altering Permit Fee is based upon an estimated 200 cubic yards of cut and 200 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 9: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 10: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 11: `BUILDING PERMIT CONDITIONS' 12: 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. 13: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 14: 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. 15: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 16: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 17: 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. 18: 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. 19: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 20: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 21: 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. 22: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 23: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 24: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 25: 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. 26: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 27: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 28: 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. 29: Masonry construction shall be special inspected. 30: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 31: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 32: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 33: 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). 34: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 35: 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. 36: 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. 37: 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. 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 39: 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) 70: All combustible void spaces beneath the bowling lanes to be completely filled with non-combustible rock wool. 42: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 69: 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) 40: 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) 41: 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) 43: Maintain fire extinguisher coverage throughout. 44: 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) 45: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 46: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 47: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 48: 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) 49: 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) 50: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 51: 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) 52: 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) 53: 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) 57: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 55: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 54: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 58: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 61: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 59: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72-17.5.3.1) 62: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 60: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 63: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 64: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 65: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 66: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 807.1, 807.2) 56: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 67: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 68: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 0502 LATH & GYPSUM 0608 PIPE INSULATION 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4037 S I -CAST -I N-P LACE 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4022 SI-MASONRY 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department • Public Works Deparonent • Permit Center 6300 Southeenter Blvd., Suite 100 Tukwila, WA 98188 httg://www.TukwilaWA.gov Building Permit No. I Y � Project No. �-- Date Application Accepted: IJ���/ �► Date Application Expires: use on 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.: 2423049063 Site Address: 7300 Fun Center Way Suite Number: Floor: Tenant Name: Family Fun Cetners New Tenant: ❑..... Yes m..No PROPERTY OWNER Name: Scott Huwish Address: 7300 Fun Center Way City: Tukwila State: WA ZIP: 98188 CONTACT PERSON — person receiving all project communication Name: Josh Peterson Address: 8383 158th Ave NE Suite 280 City: Redmond State: WA Zip: 98052 Phone: (425) 885-4300 Fax: (425) 885-4303 Email: josh@magellanarchitects.com GENERAL CONTRACTOR INFORMATION Company Name: Ryan General Contractors Address: 14680 NE N Woodinville Way Suite 120 City: Woodinville State: WA Zip: 98072 Phone: (425) 488-4489 Fax: (425) 486-2344 Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Magellan Architects Architect Name: Pedro Castro Address: 8383 158th Ave NE Suite 280 City: Redmond State: WA Zip: 98052 Phone: (425) 885-4300 Fax: (425) 885-4303 Email: Pedro@magellanarchitects.com ENGINEER OF RECORD Company Name: Engineers Northwest, Inc., P.S. Engineer Name: Jose Parada Address: 9725 Third Ave NE Suite 207 City: Seattle State: WA Zip: 98115 Phone: (206) 525-7560 Fax: (206) 522-6698 Email: josep@engineersnw.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: n/a �rl`�dKl ('' \ OA4 r Address: -^1`3 ^ (-T4rJ—w City: -1, 1�� State: WA Zip: Ct:9 W\ApplicationsWo—s-Applications On Linet201 I ApplicationsTermit Application Revised - 8.9-1 l.docx Revised: August 2011 bh Paget of 4 BUILDING PERMIT INFORMATION'— 206-431-3670 Valuation of Project (contractor's bid price): $ 11J J 71000 Existing Building Valuation: $ 7,197,500 Describe the scope of work (please provide detailed information): 12,413 s.f addition (new structure) to existing family fun center and 3,396 s.f. addition to existing second floor of main building. Will there be new rack storage? ❑..... Yes m.. 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 23,202 0 12,413 II-B A-3, A-2, B 2"d Floor 8,964 3,396 II-B A-3,A-2, B 3rd 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) 0 *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: 215 Compact: 75 Handicap: 8 Will there be a change in use? ❑....... Yes Z....... No If "yes", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: Z....... Sprinklers Z....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El ....... Yes Z .......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\2011 Applications\Pennit Application Revised - 8-9-1 Ldocx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFOrcMATION — 206-433-0179 Scope of Work (please provide detailed information): Connecting new restrooms to existing sewer system at nearby unisex restroom. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila El ... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District m ...Tukwila ❑... Valley View ❑ .. Renton ❑ .. 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 ADolication (mark boxes which any m ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...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 - Profit for less than 72 hours m ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance m ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way m m ...Total Cut 2,000 cubic yards m ...Total Fill 1,200 cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage El.. Abandon Septic Tank El.. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension.............Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip H:WpplicationsTortns-Applications On Line\120I I ApplicationsTermit Application Revised - 8-9-11.docz Revised: August 2011 bh Page 3 of4 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 O AUT Z D AGENT: Signature: C StA Date: 07/28/2015 Print Name: vee�ish JCyt� LL<t Day Telephone: (503) 381-9590 Mailing Address: 7300 Fun Center Way Tukwila WA 98188 City State Zip H:\Applications\Fotms-Applications On Line\201 I ApplicationsTen tit Application Revised - 8-9-1 I.docr Revised: August 2011 page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Family Fun Center Building Addition PERMIT # b C i -7Soo rya,' C6N; r,,,e WA` t If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $5,000.00 Erosion prevention $4,000.00 Water/Sewer/Surface Water $8,000.00 Road/Parking/Access $0.00 A. Total Improvements $17,000.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $425.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 425.00 (4) 5. Enter total excavation volume Enter total fill volume 200 200 cubic yards RECEIVED cubic yards CITY OF Tus;WILA Use the following table to estimate the grading plan review fee. Use the Qreater of the excavation and fill volumes. JUL 2 8 2015 PERMIT CENTER QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101-1,000 $37.00 1,001-10,000 $49.25 10,001 — 100,000 $49.25 for 18T 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for IST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $_ 37.00 (5) 712.00 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 r BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 425.00 (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101— 1,000 $37.00 for 1s' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001—10,000 $194.50 for 1s' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001—100,000 $325.00 for the 1s' 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1s' 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) (8) $ 2 � Approved 09.25.02 Last Revised 01/01/14 �i BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H . Transportation Mitigation I. Other Fees DUE WHEN PERMIT IS ISSUED Total A through I $_ 0.00 (9) 0.00 (10) (6+7+8+9+10+11) $ -5-07, �—g —446-.25 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) tallation Cascade Water Alliance RCFC o1.oi.2oi4-12.3,iaoi5 Total Fee 0.75 $625 $6005 $6630 1 $1125 W,012.50 $116,137.50 1.5 $2425 $30,025 $32,450 2 $2825 ,040 $50,865 3 $4425 $96,'08Q $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 \ $312,775 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 3 Last Revised 01/01/14 Clear Form Date Paid: Tuesday, March 29, 2016 Paid By: SCOTT HUISH Pay Method: CREDIT CARD 05804E Printed: Tuesday, March 29, 2016 3:02 PM 1 of 1 Orl? SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $33,993.40 D15-0191 Address: 7300 FUN CENTER WAY Apn: 2423049063 $33,993.40 DEVELOPMENT $16,414.25 PERMIT FEE R000.322.100.00.00 0.00 $16,409.75 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $15,793.19 FIRE R304.345.852.00.00 0.00 $9,169.22 PARK R104.345.851.00.00 0.00 $6,623.97 PUBLIC WORKS $941.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $425.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $425.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TECHNOLOGY FEE $844.46 TECHNOLOGY FEE TOTAL.. 1 R000.322.900.04.00 0.00 $844.46 $33,993.40 Date Paid: Thursday, October 01, 2015 Paid By: FAMILY FUN CENTER Pay Method: CHECK 1249 Printed: Thursday, October 01, 2015 4:10 PM 1 of 1 CRSYS7EM5 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $10,916.34 D15-0191 Address: 7300 FUN CENTER WAY Apn: 2423049063 $10,916.34 DEVELOPMENT $10,666.34 PLAN CHECK FEE ROOO.345.830 : 00.00 0.00 $10,666.34 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R5817 R000.322.100.00.00 0.00 $250.00 $10,916.34 Date Paid: Tuesday, July 28, 2015 Paid By: SCOTT HUISH Pay Method: CREDIT CARD 08894D Printed: Tuesday, July 28, 2015 3:03 PM 1 of 1 IIff CJSYSTEMS INSPECTION RECORD g a l Retain a copy with permit p f 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 Pro'ect: cc Type f In pection: c�- Address: Date Called: C�� Special Instructions: Date anted: a.m. p.m. Requester:o Phone No: Inspector: Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �Z INSPECTION RECORD kS`6�4 Retain a copy with permit 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 Project:��� I� lns ectio , Type tkg`( 6 Address: �Q Date Calle SpecialSpecial instructions: Date +S,nte�d:� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. SAM }inspecto c-.', luate: r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. _4�' rc INSPECTION RECORD ? Retain a copy with permit c ECTION 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 eecct: w / "C ` t� t ( �. Type f Inspection: P ° 1[ / o iV Address: r 7300 vim.. Wc( Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester 6q(Ip �l� Phone No: 2-o6 31— Inspector: Date:7`�2- -3 /C El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I� INSPECTION RECORD 5 O �R Retain a copy with permit vi j 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 Project: & K- Sty Tygeo Inspection: i k Address: � ~� uvl- C f� Date Calle Special Instructions: Date W�1ted: _ �D _02 te p.m. Requester. t� �C Phone No. ``_ - e 2 Inspector: J�l� �-, (uate�� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd- Suite 100. Call to schedule reinspection. 4_ 7 INSPECTION RECORD ,0 ) 6 Retain a copy with permit (S / l %y,KT10 NLO PERM11' h0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1 V06) 431-3670 Permit Inspection Request Line (206) 438-9350 r-rIt-&-t-4 t Project: Type of Insp tion: Address: 00 wa Date Call Special Instructions: Date nted: — a.m. p.m. Requester: c L. Ph4e Z3� p(7 7 � 'r 7 (lii/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: C Grp l riErd Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD / Retain a copy with permit 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 Pro / ' ct:,, !� N`t�-( Type of spection: Address: 730 o u:c.L Li a Date Called: Special Instructions: Date Wanted* a.m. p.m. Reque� Ftle Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. © V4, Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit N&PVCTION 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 Pro'ect: Iti Type of Inspection: cvo - d ss: 75 QQ 1�(tLvL ctr Date Called: Special Instructions: Date a d' a.m. p.m. Requester: V Phone No: Approved per applicable codes. EJ Corrections required prior to approval. MMENTS: (Inspector: �/� j (Date: '7"�_/L-1 4 , REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I rn-o (Et CTION 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 ject: 444" Type of Ins Won: _66 _ Address: ea E kA. L Oy Cja ! Date Called: Sp cial Instructions: ®Q.,.. Vv�lt' % Ll�('/,��� \ / " `�' Date Wanted: a.m. �"�'� p.m. Requester:' Phone No: Approved per applicable codes. E Corrections required prior to approval. M ENTS: ❑r %(_Q Inspector: Dater —/ U ` c REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 SouthcenterBlvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD (qTRetain a copy with permit IV (S D CTION 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: t f A Type of Inspection Address: 60 l 'Wn Q t,)Zt. Rate Called: Special Instructions: ,A t {��% �✓ �7P��'/r �t✓�-S Rate Wanted, �� a.m. .� p.m. Requester: Phone No: Approved per applicable codes. r—A Corrections required prior to approval. 0 tt !_ (inspector: luate:I — r y ff REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call. to schedule reinspection. LOR ( r1R INSPECTION RECORD Retain a copy with permit I NS 110N 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 Project: --U, G Type f ns ection: _I Address: 1 `500 ��6L (,-wk Date Called: Special Instructions: ,4&-1tf-/, %/ fr�je;:�7*� �4d I df?;-er ,�l r �' d Date Wanted: a.m. 3"'�-� p.m. Requester: orle No: 1- Approved per applicable codes. 1-1 Corrections required prior to approval.. Inspector: �/ �' (uate�� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaR to schedule reinspection. FC UJ-7 INSPECTION RECORDL( Retain a copy with permit N 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 Pro'ect: - k &C c--'fff- IyU r, Type of Inspection,; FM- c,. r Address: 7300 _ k C Date Called: Special Instructions: C '�.]�� -p/ (J �l _ Date Wanted: ✓� a.m. s p.m. - Requester: Phone No: Approved per applicable codes. I_J Corrections required prior to approval. W c( Inspector: Datee3 El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORDItO 1 Retain a copy with permit IN ON N0. PERMIT NO. CITY OF TUKWIL.A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request tine (206) 438-9350 Pro'ect, (_ Type of Inspection: Address: f Q Q (/« ��In `fi a , Date Called: Special Instructions: Date Wanted: f a.m. �- 2-' 1 p.m. Requester: Phone No: Approved per applicable codes. L1 Corrections required prior to approval. 0 f ,Inspector: `/�r-- Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. l� INSPECTION RECORD Retain a copy with permit I DO- bf IN.S ECTION 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 Type of Inspection: Address: i0 (u \- Date Called: Special instructions: Date Wanted- �/ a.m. 1,6 p.m. Requester: Phone No: inspector: Date REINSPECTI©N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l� i INSPECTION RECORD _ Retain a copy with permit IN ECTI 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 Project: Type of Inspection; , Address: 7300 Nk Lh vct� Date Called: Special Instructions: A� Wanted- Date z- !d � -i,� a.m. p.m. Requ�esstteer: CV "L / J �41 6�e C Phone No: ElApproved per applicable codes. Corrections required prior to approval. • IInspector: V� (Dater_. 7 %6 U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. [S IInspector: V� (Dater_. 7 %6 U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. [S 0 INSPECTION RECORD. / ffi� Retain a copy with permt IN NO. PERMIT NU. CITY OF TUKWILA, BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prr%kR—c-fr Type of Inspection: Address: r Date Called: Special Instructions: 6/tj Date Wanted a.m. 2- - / 6 ` 4f p.m. Re ster. Phone No: Approved per applicable codes. Corrections required prior to approval. tic. Inspector: 1� I Date.2-46 `1, REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1r, 7 Retain a copy with permit INS : 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 Pro'ect: Type of Inspection: t % r✓ k4j LA. A dress: Date Called: Spd'cial Instructions: ate Wanted: a.m. — ( �— p.m. Re rester:. ll'—a� Phone No: - e •�.� �' FlApproved per applicable codes. LJ Corrections required prior to approval. C-0" REMSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r_--I Retain a copy with permit 1))15 d 19 i 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 Project. Type ofyspection / � ` ,/L Address: ,,// ��or Date'Called: Special instructions: Date Wanted. Xm Requester: Phone N2 pproved per applicable codes. EI 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. `�c INSPECTION RECORD _ LL.J Retain a copy with permit IV,, ���� 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 Project: Type of Insection: Address: 716,70 !R/t,i�it//� Date Called: Special Instructions: Date Wanted: / p.m. Reques r: Phone2O� ❑ Approved per applicable codes. L, 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. UC INSPECTION RECORD Retain a copy with permit `470ENN 0PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: C _ Type of Inspec 'n: Address: � !'zf/li " /Y)4v�• Date Called: Special Instructions: Date Wanted: a.m. m. Requester: Phone No: [0/Approved per applicable codes. LJ Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f � INSPECTION RECORD Dh5-01 7/ ( Retain a copy with permit INSPECTION 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 Project /' Type of Inspec in_r 4 A•dddfess: q-� zim /��liC/L"�'.0 i"/ Y, Date Called: Special Instructions: Date Wanted: a.m / .m. Requester: Phone No: Eg4proved per applicable codes. El Corrections required prior to approval. COMMENTS: mil- 'T I4} ot/ psi Z:47 GGv Inspector: Date: -- El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L� C INSPECTION RECORD Retain a copy with permit D6 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 Projec 1 CP4" ��t,�/ D' 1 Ty e of �;" �" �� 1 Address: Date Called: Special Instructions: Date Wanted:a..' P.m. Requester, p Phone No: 7 p_, ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: -^T Date: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 ' INSPE+ Retain a INSPECTION NO. MON RECORD Df-5 oic7� copy with permit PERMIT N0. 7<C. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t Type of Ins ct' n: % / O�ft-1' Address: 7 300 6L GA)100- W-f Date Called: Special Instructions: Of Date Wanted: a.m. m. Requester: Phone No: �_ 6 3�� Approved per applicable codes. LJ Corrections required prior to approval. '-' paid at 6300 Southcenter Blvd., Suite 100. Cal( to schedule reinspection. INSPEI Retain a I PECTION N0. MON RECORD ����i �1 copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' Type of Inspecti n/'/� Address: Date Called: Special Instructions: l ®r- n �r ezi2� .tee Date Wanted: ra% p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .�C INSPECTION RECORD .� I7 ►S—Oq f � Retain a copy with permit IWAIECTION 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 Project:... /' Type of Ins ct, , AddLess: 13 670 Date Called: C r Special Instructions: Date Wanted: a p.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. lJ paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. u� INSPECTION RECORD Retain a copy with permit 0��� IN CTION 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� tt: l .� /"r l f u Type of Inspe' �on: .'.t/ Address:141A Date Called: A13, Special Instructions: Date Wanted: / a. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: � �— Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0� INSPECTION RECORD Retain a copy with permit1JD/5;—(0m/ 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 Project: Type of Inspection: Address: F W Date Called: is Special Inst uctions: Date Wanted: .m. i �A18113^ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 41 Retain a copy with permit CTION 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 ' PrKkL chi Type olclnspection: — Cc�) (f,� Address: �t0C.f 1%�. lt� �l Date Called: Special Instructions: W lel� f _ Date Wanted: a.m. (0 /�- Y �,G_ p.m. Requester: Phone N r Approved per applicable codes. LJ Corrections required prior to approval. :Inspector: Date REINSPECTION FEE REQUIRED. Prior to next inspection. tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD E Retain a copy with permit IN CTION 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 Project: r fq."- C Ir C4 Type of Ins ec�tion: 6212rr dress- CLl F"4- CrF, I.t�• ( Date Called: Special Instructions: /f S�CV�Q Date W® tetli ' a.m. f� Requester: one No: Approved per applicable codes. EI Corrections required prior to approval. Inspector: K LI I Da REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Md INSPECTION RECORD �i Ec�ioN No. Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: /` Type of nspection: Address: l- � � / t� ( Date Called: Special Instructions: A Date Wanted a.m. � — a p.m. Requester: Phone No: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. -------- -- - INSPECTION RECORD Retain a copy with permit S -olq 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 Project: Cj L ,!eft &-1A Type of Inspection, ib Address: Date ailed: Special Instructions'. I Date wanted�a.m. Kequester: f Phone No: 1:1 Approved per applicable codes. W-r% &A Lac km--- ElCorrections required prior to approval. nspector: I Date: A L8L REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD - Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43f-3670 Permit Inspection Request Line (206) 438-9350 Type of inspection: Addrefs'. V Date Called: mom picial Instructions'. 0 Date wan.m. p.m. Requester: (f t(U'4 pgo-neNo: 906 [:] Approved per applicable codes. 1COMMENTS: Corrections required prior to approval. Insp ' tor- Date* REINSPECTION FEE REQUIRED. Prior to next onspecaion, tee must oe paid at 6300 Southcenter Blvd.. Suite 100. Call to.schedute reinspection., '14 INSPECTION RECORD INSPECTION NO. PERMIT a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project E2 m,V4 ' + 4�rC Type of Inspection. Addre'ss; 9 . :2�? ) FT)o Date Called- - Special Instructions', J Date Wanted. M. / Requester: Approved per applicable codes. COMMENTS: 6&ef Sr films 1:1 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. C INSPECTION RECORD -Ns - dv-) I Retain a copy with permit r (, - - C�) z� INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:_ ` Type of Inspection: QM %G4 ,4 q C, CR Address: -73a� ��-t�� ��a Contact Person: Suite #: Special Instructions: Phone No.: ®; Approved per applicable codes. Corrections required prior to approval. COMMENTS: C, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: I Inspector: 1 I Date: A I IZA \ t, I Hrs.: \ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: I Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD J-) k---- 0) � ( Retain a copy with permit A - .5 - nd5_ INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: J C_ Type of Inspection: .S e Qf) V -V- Address: Contact Person: ` Suite #: Special Instructions: Phone No.: q. Approved per applicable codes. COMMENTS: p ao 00 1-1 Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: e-Z,I Date:Hrs.: �- $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: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 13 April 15, 2016 Family Fun Center 7300 Fun Center Way Tukwila, Washington 98188 Attention: Scott Huish Subject: Summary Letter Geotechnical Construction Observation Services Route 66 Addition and Interior Alterations project Family Fun Center 7300 Fun Center Way Tukwila, Washington File No. 5925-008-01 INTRODUCTION GWENGINEERS� 8410 1541h Avenue NE Redmond, Washington 98052 425.861.6000 RECEIVED CITY OF TUKWILA APR 18 2016 PERMIT CENTER This letter summarizes our geotechnical construction observation services for portions of the Route 66 bowling alley addition located on the north side of the existing Family Fun Center building at 7300 Fun Center Way in Tukwila, Washington. The project also included modifications to the interior of the existing building. Our services were completed in accordance with our proposal dated September 9, 2015. Scott Huish of Family Fun Center authorized our services on October 13, 2015. GeoEngineers previously completed geotechnical design phase services forthis project, the results of which are presented in our report dated April 21, 2015. We also completed geotechnical engineering services for design of the existing building and adjacent site developments. Those services are summarized in our reports dated June 30, 1997 and November 4, 1998. GeoEngineers also completed construction observation services during initial site grading and construction of the existing building in 1998 and 1999. Concurrent with our geotechnical construction observation services, we have also provided environmental services during construction, including testing and documentation of disposal of soil and slag removed during construction. Our environmental construction observation services are summarized in our Soil and Slag Handling and Disposal Summary Report dated April 15, 2016. The geotechnical aspects of the project with which GeoEngineers, Inc. had significant involvement include: o Preconstruction and progress meetings; o Site preparation and general excavation; _r Family Fun Center I April 15, 2016 Page 2 ■ Excavation of unsuitable materials below foundation areas; ■ Structural fill placement and compaction in foundation areas, floor slab areas, utility trenches, and wall backfill; ■ Verification of foundation soil bearing capacity; ■ Floor slab, pavement and sidewalk area subgrade preparation; and ■ Subsurface drainage installation. SUMMARY Based on our observations and testing, it is our opinion that the geotechnical construction activities that GeoEngineers observed for the project were completed in accordance with the intent of our recommendations, the project plans and specifications, and requirements of the City of Tukwila. OBSERVATIONS We made 18 site visits between October 15 and December 2, 2015 to observe the geotechnical aspects of the project. Details of our site visits including our observations, test results and recommendations are presented in daily Field Report Nos. 1 through 18. We provided copies of the field reports to representatives of Family Fun Center, Magellan Architects (project architect) and Ryan GC (general contractor). Preconstruction Meeting We attended a preconstruction meeting on October 8, 2015 with representatives of the project construction team. Geotechnical observation requirements were discussed during the meeting. We also attended periodic on -site construction progress meetings to discuss various aspects of the work with Family Fun Center and the contractor. Site Preparation and Excavation We observed stripping of topsoil and demolition of existing structures and pavements during the early phases of the project. We also observed the removal of unsuitable materials and soils below the foundation and floor slab of the building addition. The unsuitable materials included concrete and asphalt rubble, brick fragments, wood debris, plastic pipes, metal, slag and organic matter. Based on our observations and evaluations, it is our opinion that the site preparation and excavation activities were completed in accordance with the intent of our recommendations and those portions of the project plans and specifications that pertain to our services. Structural Fill Placement and Compaction We observed and evaluated structural fill placement and compaction below the foundation and floor slab areas, in underground utility trenches, adjacent to retaining walls, and in sidewalk areas during our site visits. Fill was placed to backfill excavations of unsuitable soils and to establish foundation, floor slab and sidewalk subgrades. Fill placement and compaction were evaluated by probing with a 1/2-inch-diameter steel probe rod. GEOENGINEER File No. 5925-008-01 -" V Family Fun Center I April 15, 2016 Page 3 Based on our observations and evaluation of compacted fill, it is our opinion that the structural fill was placed and compacted in accordance with the intent of our recommendations and those portions of the project plans and specifications that pertain to our services. Foundation and Floor Slab Subgrade Preparation We observed and evaluated footing and slab subgrade preparation for the addition during several of our site visits. Subgrade areas were evaluated by probing with a Y2-inch-diameter steel probe rod and by proof rolling. We also observed the placement and compaction of capillary break fill in floor slab areas. Based on our observations and evaluations, it is our opinion that the footing and floor slab subgrade areas were prepared in accordance with the intent of our recommendations and those portions of the project plans and specifications that pertain to our services. The footingsubgrade areas are suitable for supporting the design bearing pressure of 2,500 pounds per square foot (psf) on compacted structural fill. Subsurface Drainage Installation GeoEngineers observed the installation of footing drains for the addition. The footing drains were connected to collector pipes that lead to the storm drain system. Based on our observations, it is our opinion that the footing drain system was installed in accordance with the intent of our recommendations and those portions of the project plans and specifications that pertain to our services. We trust that this letter meets your current needs and provides the necessary information for project acceptance. Please call if you have any questions regarding the contents of this letter. Sincerely, GeoEngineers, Inc. Herbert R. Pschunder, PE Senior Geotechnical Engineer Debra C. Overbay, PE Associate HRP:DCO:nld ►r��, C. o v�R-71 4V 29247 �GISTE�(. 55��NAl, One copy submitted by email cc: Jerry Hight, City of Tukwila, Department of Community Development (one copy submitted by email) Josh Peterson, Magellan Architects (one copy submitted by email) Don McIntosh, Craig Lyons; Ryan GC (one copy submitted by email) Disclaimer: Any electronic form, facsimile or hard copy ofthe original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. GMENGINEER� File No. 5925-008-01 TO: Ryan General Contractors 14680 N. Woodinville Way, Suite 120 Woodinville, WA 98072 ATTN: Craig Lyons THE FOLLOWING WAS NOTED: �)[s-mtC�l FIELD REPORT DATE OF VISIT 4/22/16 JOB NO. 98088004 PROJECT Family Fun Center LOCATION Tukwila, WA CONTRACTOR Ryan G.C. OWNER Scott Huish WEATHER TEMP TIME PRESENT AT SITE Craig Lyons —Ryan G.C. Mark Nazarenus-- ENW visited the site to observe the framing of the suspended oval soffit cloud over the entry into the new bowling alley addition. The soffit cloud is constructed on a platform of (4) double 6"x 18 gage box headers in the short direction cantilevered each end over (2) double 6" x 16 gage back-to-back headers that run the long direction of the cloud. The 20" high oval perimeter pony wall is constructed of 6" x 20 gage studs at 16" o.c. and a segmented 18 gage top and bottom track. This perimeter is supported as follows: At each end (long direction of oval), 6" x 18 gage studs (screwed to the bottom of the box beams with (3) #10 screws each) cantilever to support each perimeter stud, and at each side (short direction of oval), 6" x 18 gage short stubs cantilever a short distance from a track side -mounted to the main double 6" x 16 gage headers (and are also supported by kickers down from the interior pony wall assembly framing the center hole in the cloud). Vertical support of the soffit cloud is via (8) all -threads attached to either main roof structure or the new HSS header over the entrance. Estimated load per hanger is fairly light —in the range of 130 to 140 lbs. maximum. Lateral bracing is via light gage studs extending a short diagonal distance to the HSS header and the main structure of the entry soffit framing. From what I was able to observe, the soffit cloud assembly and its vertical and lateral support appear to be structurally adequate to resist gravity and lateral loading, subject to the following modifications (as discussed on -site with Craig Lyons): 9725 THIRD AVENUE N.E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 Page 2 of 2 1: Eliminate the open "well" on the north end of the oval, and sister a 6" x 18 gage stud to each existing cantilevered 6" x 18 gage to extend these studs across the full back -span to the box header next to the center hole. 2. Some of the hanger rods have large washers where they connect to the box beams. Provide these washers (or larger) at all 8 of these connections. 3. Provide at least one diagonal stud kicker brace oriented in the long direction/axis of the oval cloud, from structure to the new HSS header. Please note: While this report makes reference to observations of certain items of work, it should not be construed that other work not mentioned was acceptable or even observed. It is the contractor's responsibility to see that all work is completed in accordance with the plans and specifications. COPIES TO: SIGNED: 0 ENGINEERS NORTHWEST, INC., P.S. 9725 THIRD AVENUE N.E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 V1. vi- -44 J z- Z� IK CA -7=d Ul --a-URT ........... Y- S TEEL CRA F T CONSTRUCTION, I N C . P.O. Box 751 • Woodinville, WA 98072 (4251 488-9249 • Fax(425) 486-2344 • www.steelcraf.org Made by Date Job No. Checked by Date Sheet No. Description Job Name --j- _ t .� �NW STRUCTURAL ENGINEERS Engineers Northwest Inc., Ps. FIELD REPORT TO: Ryan General Contractors 14680 N. Woodinville Way, Suite 120 Woodinville, WA 98072 ATTN: Craig Lyons DATE 2/26/16 J 38 NO 98088004 PROJECT Famil Fun Center—BowlingAddition LOCATION Tukwila, WA CONTRACTOR Ryan G. C. OWNER Scott Huish WEATHER TEMP TIME PRESENT AT SITE Craig Lyons —Ryan G.C. Mark Nazarenus—ENW THE FOLLOWING WAS NOTED (light -gage framing): I visited the site on February 19, 2016 to observe light -gage framing. At the time of my visit, all framing areas were near completion. The framing that I was able to observe appeared to be structurally acceptable, with the following exceptions: 1. At the east (larger) portion of the event area hung ceiling, please add (2) diagonal braces up to roof structure in the east -west direction (1 on north side; 1 on south side), and 1 brace in the north -south direction near the curtain well. Use double 3.625"x18ga. studs (back-to-back, with #8 screws @ 24" o.c.) for each brace, and install similar to braces already installed for the soffit ceilings beside the bowling area. 2. All diagonal braces to the roof in the event area / soffit clouds are 3.625"x18ga studs. Please add another 3.625"x18ga stud back-to-back with #8 @ 24" o.c. to create a double stud at all of these braces. 3. Please provide a 12 ga. end cap at all side -mounted unistrut hanger rod connections along perimeter of all soffit clouds (see attached Section "B"). 4. Please add Simpson L30 or S/LS50 angle connectors at each location where double 6" ceiling joists that frame the edge of interior light well openings connect to the perimeter box beams at each soffit cloud (see attached Section "C"). 5. Please add another line of continuous CRC and 8 gage wire hangers at 4'-0" o.c. (similar to existing) within 2 feet of existing south EIFS wall in the east (larger) portion of the event area. 6. All of the projection wall braces are 3.625"x18ga. studs. Please add another 3.625"x18ga. stud to create a double stud (boxed) at each of these braces. 7. At the projection wall, please provide a double stud where each brace connects to wall by adding a 3.625"x18ga. screwed to existing stud with #8 screws at 16" o.c. each side (see attached Projection Wall Area Plan). 8. Please install continuous C8x18ga. to connect top of projection wall to roof structure (see attached Section "A").. b[S`-A (6I I RECEIVED CITY OF TUKWILA 9725 THIRD AVENUE N.E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 MAR 02 2016 PERMIT CENTER Please note: While this report makes reference to observations of certain items of work, it should not be construed that other work not mentioned was acceptable or even observed. It is the contractor's responsibility to see that all work is completed in accordance with the plans and specifications. COPIES TO: SIGNED: v 9725 THIRD AVENUE N.E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 ENWENGINEERs NORTHWEST, INC., P.,S,^- STRUCTURAL ENGINEERS 9725 TH]RD AvE NE, E 7, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-�6698 PROJECT # PROJECT / / DATE ¢ SUBJECT &W 1 '6dif RAMIN '_ SHEET OF le �..Zb lF oe00, fi94GK 1YP. Affti @691AS4.6 �1 g ALL-THR D HtM • — M1 CA,SO Fri S :,) �j�L n S YP, f.TYP-ML l(a"%Tel (1, �9/ 0 '' WA% MOMAk 4 -ollq _ . TYP, ..... J sR A &VO , ( � ADD 00 DR t i 5/LS 5o V'- (o t '�66 ' aTW k0tE _ 1 tiEbG vIVO, ` �E� 2 )�_ des. V 0Mk @ ( " ENWENGINEERs NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 40, oil PROJECT #F PROJECTPUM & if DATE ✓ �� SUBL �JECT dW r J "IW �+ n,�+�'�/5C f LI , M17fil/ AM SHEET ` OF BY urMW fpr Y (F)- WALL PUP kGRl. ENWENGINEERs NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THTRD Avc NEE,,�SSuTE 207, SEATnE, WA 98115 (206) 525--7560 FAX _ 3— —_ °(206)522f698 PROJECT PROJEc7_�D6#1r7 y C q���LiSUB.%EIT_ AERq�-M"� SlfFlT .._-0E- - - -- -- --- By-- w 1 1 ENWENGINEERs NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEAVILE, WA 98115 (206) 525-7560 FAX (206) 522--6698 PROJECT PROJECT [,� IiATIr SljBjF.CT �- � '� ---- ----- — SHC•LT OF--+-- By TRA - 1+1 OR S D5C2 Cat ENWENGINEERs NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT SUBJECT 9725 THIRD Ave NE, SUITE 207, SEATYLE, WA 98115 (206) 525-7560 FAx (206) 522--6698 DATE bt 16, 1 SHEET (a BY A44 V RYAN PO Box 751, Woodinville, WA 98072 General Contractors, Inc. (425) 488-4489 FAX (425) 486-2344 REQUEST FOR INFORMATION JOB # R-35667 RFI #: 001 Job Name: FAMILY FUN CENTER BOWLING LANES Ref. Drawing or Spec: S1.1 Description or Request: An existing 8" stormwater drain line passes through proposed footing and stemwall assemblies as shown in the attached Drain Line Diagram. Please note the elevations marked where the stormwater line contacts these assemblies. Also please note that the drain line currently passes through the footing plinth at A/2. The Owner wants to modify the drain line as little as possible to save cost. Please note top -of -pipe elevations off of the .pdf:-3'-10" crossing 1-Line,-3'-8-1/2" crossing A -Line. Please provide details on how the footing and stem wall assemblies are to be modified to allow passage of the drain line. Please respond by the "Reply Required By" date noted below. This RFI and/or failure to respond as requested may delay and/or require the field crew(s) to re -sequence work activities. Originator: Tim Sadler Firm: RYAN/STEELCRAFT Date: 10/20/15 Date Required By: 10/23/2015 Reviewed By: Date: RESPONSE Variation: Approved: Disapproved: Remarks: Please use attached detail for condition at Grid A-2. The storm drain line may pass under the Grid 1 footing with no modifications required. Clarification: Approved By: Mark Nazarenus Firm: ENW Date: 10/23/1A?(EC"E: VEID iIT4 Y O F T *! '` W I L A COPY OCT 2 9 2015 PERMIT CENTER p n ENW PROJECT # SUBJFCT- ENGINEERS NORTHWEST, INC., P.S. ^- STRUCTURAL ENGINEERS 9725 THIRD AvE NE, SUITE 207, SEATPLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT- 1LJAa/^ DATE " t -t t SPIFFY "Al OnF'� It ). REVIEWED FOR CODE COMPLIANCE APPROVED MAR 11 2016 City of Tukwila BUILDING DIVISION EFEP:71 I .o �goo 000 .0 "" � CommerdaQ/�ndustHad �nstaHadoon Gu*Dde RECEIVED CITY OF TUKWILA CF SERIES - VERTICAL FEB 2'2 2016 RIVISION Nooj�.-- PERMIT CENTER 4iy-olgl CONTENTS 1. Introduction....................................................................................................3 2. CF Panel Profiles....................:.........................................................................6 3. Framing Alignment ................:.......:...............................................................9 4. Receiving......................................................................................................10 5. Material Handling..........................................................................................13 6. Storage and Staging.....................................................................................20 7. Panel Cutting.................................................................................................21 8. Panel Sealant................................................................................................24 9. Panel Fasteners............................................................................................25 10. Cleaning......................................................................................................26 11. Touch-up...................................................................................................26 12. Interior Trim Installation..............................................................................27 13. Panel Installation........................................................................................34 14. Exterior Trim Installation.............................................................................46 15. General Details (for reference only) ..............................................................51 16. Penetrations...............................................................................................75 17. Extrusions...................................................................................................79 18. Tools, Hardware and Supplies.......................................................................83 Disclaimer This guide is intended to be used in conjunction with the project's installation drawings. The installation drawings should identify the applicable wall conditions, specify the components and the required arrangement of the components. Specific building design and construction conditions may require variations from the information in this guide. Met/ -Span does not guarantee and is not liable for the quality of installation. Met/ -Span is not responsible for defects that may be attributed to iq7proper installation, the negligence of other parties, or for materials not provided by Met/ -Span. Al/ safety procedures including but not limited to fall protection and material handling are the exclusive responsibility of the installing contractor. Unless specified in writing, Met/ -Span makes no expressed or implied warranties pertaining to the fitness of the wall panels or its components for any particular purpose, and shall not be responsible for any indirect or consequential daiwes, such as to building contents, nor for any fur ier %o1-s of any, kind ,the owner i4con ham Met/ -Span does not warrant any product or material as Meeting thee' rdioances, laws or regulations of any particular state or local municipality, and Met/-S,n is :not responsible for conformance by B7o owner or contractor to such otrdinan es, /arvs of regulations. 1. INTRODUCTION Welcome to Metl-Span, the dynamic industry innovator dedicated to manufacturing and marketing the highest quality insulated building panel products. Since our origination in 1968, we have been pioneers in research, design, production and sales of state-of-the- art insulated metal panels and building materials serving the commercial, industrial, institutional and cold storage industries. Our mission is clearly defined: Deliver the highest quality energy -efficient solutions to insulate and protect our world. This installation guide is designed to provide step by step instructions for vertical commercial/industrial CF series wall panels. For more information regarding proper panel installation, please contact Metl-Span Technical Services: 1720 Lakepointe Drive, Suite #101 Lewisville, Texas 75057 TEL: (972) 221-6656 Fax: (972) 436-7028 E-mail: info@metlspan.com Website: www.metlspan.com 1. INTRODUCTION Safety In the USA, the Occupational Safety and Health Act (OSHA) governs regulations with the objective of protecting workers from injury or accident. "Part 1926, Safety and Health Regulations for Construction" are applicable to the wall installation. In Canada, Occupational Safety and Health (OSH) regulation is under the jurisdiction of the local provinces and territories. Federal employees and Crown agencies may be subject to federal OSH jurisdiction. The OSHA and OSH regulations should be recognized as job site requirements and fully complied with. Safe installation practices may be further defined and made mandatory by state or local ordinances. A/l safety procedures are the responsibility of the panel installation contractor, if the installer determines that they cannot safely instal/ the panels in accordance with the installation drawings or this guide, it is their responsibility to determine appropriate alternative procedures. Owner's Responsibilities "Owner" as used throughout this guide refers to the project's owner and/or his representatives, such as the project's architect, design engineer and general contractor. These parties are responsible for determining the following: • Selection of a competent installer who is qualified and experienced in the proper installation of insulated metal panels and related construction. • Installer has reviewed and understands the project's installation drawings and this guide priorto installation. • Panels and related components are installed in accordance with the project's installation drawings and the applicable portions of this guide. • Panels are suitable for the purpose intended. • Project's structural framing is properly designed and in satisfactory condition to accept the erection and design loads imposed by the wall panels. • Location of interior and/or exterior panel joint and perimeter seals are properly specified for the project's moisture and vapor control requirements. • Panels and related components are installed in compliance with the applicable codes, regulations, service conditions and good engineering and construction practices. 4 y 1. INTRODUCTION Installation Drawings Installation drawings (also known as shop drawings) are usually prepared by the installation contractor, Metl-Span or some other party depending on preferences or contractual requirements. Installation drawings must be "approved" by the project architect before they are to be used for construction. It is critical that the "approved installation drawings" are in agreement with the final architectural and structural drawings as well as all addenda. Approved installation drawings (labelled "for construction" or "for production") must be available at the job site during the preparation, installation and inspection of the wall support framing, wall panels, flashings and other related construction. The installation drawings must be reviewed for differences with field conditions, and discrepancies should be resolved before proceeding with panel installation. In case of conflict between this guide and "for construction/for production" installation drawings, the drawings govern. 2. CF PANEL PROFILES Mesa Santa Fe Light Mesa 7. Tt Z. CF PANEL PROFILES Partition HPCI (interior use only) j Arch 2. CF PANEL PROFILES i Architectural 24", 30", 36" 7.2 Insul-Rib 36" 3011, 3611, 4211 Light Mesa 30", 36', 42" 42" Striated 24", 30", 36", 42" Santa Fe 24", 30", 36", 42" Tuff -Cast, Tuff Wall 36", 42" 42" Partition 44.5" 211- 4" 2.5"- 6" 2"- 6" 211_ 6 11 * *5" and 6" interior use only 211- 6° 211- 411 211_ 4" 211_ 611 * * **5" and 6" require Mesa profile on both faces 211- 6" 211_ 6" 3. FRAMING ALIGNMENT 3.1 Framing alignment should be checked before panels are delivered to site. 3.2 Compare structural and panel shop drawings to ensure wall supports are in correct location. Field measure support spacing and overall building dimensions. WARNING: RESOLVE ALL DIMENSIONAL DIFFERENCES WITH SHOP DRAWINGS BEFORE PANEL INSTALLATION BEGINS! 3.3 If base support is installed, verify it is aligned with slab edge/notch. Figure 3, Figure 3.: 3.4. Check alignment at mid -span and column lines with a laser or plumb bob from the top wall support to the base support or slab edge. 3.5 Check support alignment against these tolerances 101, for vertical panel installation: C ve < 8' spacing: +1/8", -0" z 8' spacing: +1/4", -0" (Architectural flat panels: < 4' spacing: +1/16", -0") 3.6 All supports not in alignment must be corrected by the responsible party before panel installation begins. WARNING: IMPROPER FRAMING ALIGNMENT CAN CAUSE DIFFICULTY WITH PANEL ENGAGEMENT AND RIPPLING OR BUCKLING OF THE PANEL FACES. J Outward alignment within tolerances = acceptable Inward alignment = not acceptable Figure 3.4 4. RECEIVING t 10 4.1 Proper offloading equipment must be on site prior to arrival of panels and accessories. All bundles and crates are packaged for side unloading by forklift or by crane. Maximum bundle weight is 5,000 I bs. 4.2 Check all materials immediately upon arrival for freight damage. Inspect for strap damage, forklift damage or packaging/bundle wrap damage. 4.3 Verify that the order number, quantities and descriptions of all bundles, crates and pallets on the bill of lading match those on the truck. &A'\ STRAIGHT BILL OF LADING a°`" 123456 ltah M 54321 M ETL DUPLICATE (COPY OF ORIGINAL). SPAN' aavvmdnrrcron, nt Ship Date: July 17,201S Delivery Date: July 17,201S 09-00 am Consignee: IMP EXPERTS Shipper: METL-SPAN HQ BUILDING 4700 Engineers Way 123 PEMB AVENUE North Las Vegas, NV 89081 ANYtOWN, US 00123 Contractor: PO Number: 12345678 Bundle Dry In BayMle weight Number Type weighAs t Total Weight: 10494 NOR - Nyrere die rota k depeMerA an raltr, dippees are eae,uoM Ya faata specRlW h k+vxk6,g the agraad ar dadarM ratue o[ Me Pnperty. The agreMa declaM vale of the propaty k h—byltatM bythe thlpPt to beet efteedarg$ per .Sabjaet in5ectianJd dre eadkims, Ff the AN,— ..be d&-Mto the connW.—IM utreratrse m M.—e*—r, th—super (hall sign [hc ldbwing xtatemMl. RECEHAD, totted to the el—diaatbna and tawFuyy tied iel fs n Nlect m the dste of esua d this BAtof tatift the Prgeny deseibed above es in apparent good order, except as mtd (cadu enand condition of coMentsof p kates unkn�wn), mwked,consigned, and destined As kdicaiM above whkh said to Lr (tt.w d rani. being umentmd thl-e.A the coact xsnntr4way I.—oraurt—uns In poecesaan a(,he property under(hecbrdratj agrees tocarry ks—d plxe of d V.,y a fold diethtinn, gong route, tAhanke tedefext to anaha rarta mtfte— tosaki deukn it d nnAtuty aped as to each coder of AN May of, said property over all a any vMion of said route to desuna;t aria As toend, wily at a r, tstm nteroued at at or any said property, that every temce to be pedamed hweudw shall be sab*d too AN the Sit M Lading terms and mndetions A the &a Hng dasisfkattm ad the said tenrdand oond¢bns we hereby agreed to bydte sititger and aueptd for hh»felt ad W asslp,s. Wh— apperaafe tamPoskrero spe fvanmk.tim at the cuttersRabaay L Nmrc Item 1nj,dthere is no teleasa ofvain detWadm by theshippar,wd the sha does not declare. 4- a neleue Me tart i aa6wty, Mat lablity shag De kinked. the aue X.Aded Oy..'ca— 1,2. Cadlcttua in,--fhipmentf must _,eoy,h NMIC Mae, 173. This istoaeetay that the abDre- named -1e.1 ais ere Popaly dassdied, describe, packages, math, ia6eled, and —in Pmper ean,Rtim to, tramportafnn sonordhng to me MpRtabfe raguladom of the DOWrtn,era pfTtamponatim. IN CASE OEANYDEIAYS PLEASE CONTACT CU. RETURN THIS COPY tVLTH INVOICE Site Contact: BILL DOZER Prtml M M7163F3216. FAILARETOACPOITANY 1123J 456.7890 DELAYS MYSLAUECTCARRNR TO aAcK a(ARGE. Shipper. Affn-SPAN Carrier. IMPHAULER Truck rt: 4321 Per•. Drher: Rawived By: Date: Date: DOTE: b•i IY 1275 NV-1 8' Box 750 6.2 if 1247 NV-2 20'8ox lily 6.3 8 824 NV•3 Skid 300 6.4 7 721 NV -A 10' Box 1300 6-5 8 936 NV•S 20'8ox 400 b•6 8 936 6.7 6 702 Figure 4.3 4.4 List all visible damages and/or shortages on the bill of lading, obtain the signature of the truck driver and an authorized representative of the Metl-Span customer. 4.5 Keep a copy of the marked -up bill of lading and send it with digital photos of the damage to Metl-Span Customer Relations. 4.6 Concealed damages/shortages must be reported to Met/ --Span within 15 days of delivery. 4. RECEIVING 4.7 The panel bundling and accessories report lists the specific contents of each bundle, crate and pallet listed on the bill of lading. n,c,Customer. AA RR 1S L ISR%fimo A Division of NCI Group, Inc. Project: IMP EXPERTS HQ BUILDING Panel Bundling Report JOb# S4$2.1 BOO 123456 PO# 12345678 ' 0 0 • 0 lM1DO& 0 unia. TJtw 6-1 2 2 2 4 3 5 4 9 244 226 393 412 CFS1-1 CF51-2 CFS1-3 CFS3-1 4 4 4 4 ill-10" 10'-11 " 12'-8" 10'-0" CF42F CF42F CF42F CF42F 6-2 2 6 2 7 2 8 5 9 226 CFS2.1 244 CFS2-2 262 CFS2-3 51S CFS3-1 4 4 4 4 IU-11" 11'-10" 12'-8" 10'-0" CF42F CF42F CF42F CF42F 6-3 3 9 5 11 309 515 CFS3-1 CF54-1 4 4 101-0" 101-0" CF42F CF42F 6-4 7 11 721 CF54-1 4 10'-0" CF42F 6-5 8 1 936 CFR-1 5 10'-7 3/4" CF42R 6-6 8 1 936 CFR-1 5 10'-73/4" CF42R 6-7 6 1 702 CFR-1 5 10'-7 3/4" CF42R 6-8 3 1 3 3 351 264 CFR-1 CFR-2 5 5 10''-7 3/4' 8'-0 "" 1CF42R CF42R 6-9 1 3 88 CFR-2 5 8'-0 CF42R Accessories ouz'ftue M4 0 MAP l) ft0,. . , 23 F294 1100 6 Low Eave Trim 10' Box NV-4 24 F3243 1100 6 4" Head Trim 10' Box NV-4 25 F3243 1100 1 4" Head Trim 10' Box NV-4 26 F3243 1100 1 4" Head Trim i0' Box NV-4 27 F3243 1100 1 4" Head Trim 10' Box NV-4 30 F3432 1100 1 Rake Trim IO' Box NV-4 32 F3434 1100 2 Rake Trim 10'Box NV-4 33 F3434 1100 2 Rake Trim 10' Box NV-4 34 aF3444 1100 6 Rake Zee 10' Box NV-4 36 F3510 1100 10 Rake Angle Lap Cover l0' Box NV-4 38 F37001. 1100 4 Rake Closure/Left 10' Box NV-4 39 F3700R 1100 4 Rake Closure/Right 10' Box NV-4 Figure 4.7 4. RECEIVING 4.8 Every bundle and trim/accessory crate has a shipping label that contains information on the contents. JOB NUMBER PACKAGE NUMBER v54321 6=1 CUSTOMER NAME: IMP EXPERTS PANEL: 4CF42F/LM JOB NOTES: FACE 1: Brownstone 433R600 Kynar 500 Non -directional Embossing 24 Gauge SPECIAL REQUIREMENTS: LEED {BAA} Compliant P.O. Number: 14BS3877 FACE 2: Snow White (K5) 431R539 Kynar 500 Non -directional Embossing 26 Gauge CAULKING REQUIREMENT: EXTERIOR: INTERIOR: PHASE NUMBER: ( OF 1 ITEM NUMBER ITEM DESC. PANEL LENGTH QUANTITY EXTRA 2 USIA 11'-101, 2 0 4 CFS1-2 10'-111, 2 0 5 CFS1-3 12'- 8" 3 0 9 CFS3-1 109- 011 4 0 OPERATOR: SHIFT: I I PROD DATE: 07/13/15 1 TIME: 10:15 am TOTAL PACKAGED: 99 Figure 4.8 iK j 5. MATERIAL HANDLING - Bundles Forklifts 5.1 Identify and mark off unloading area prior to material delivery. 5.2 Verify adequate material handling equipment with the proper reach and capacity is on site. Bundle weights are listed on the bill of lading, and have a maximum weight of 5,000 lbs. 5.3 Pre -determine the panel storage area prior to material delivery. It must be secure, flat, well -drained and reasonably level. 5.4 Panels are shipped via flatbed trailer, and can be off-loaded from the side of the trailer using forklifts. 5.5 Guidelines for off-loading are as follows: Panel thickness Bundle length 2-2.75" thick <36' = 1 forklift >_36' = 2 forklifts 3" thick <40' = 1 forklift _>40' = 2 forklifts 4-6" thick <48' = 1 forklift >_48' = 2 forklifts 5.6 Tape foam blocks on forks to prevent over -engagement of panel bundles. Figure 5.6a WARNING: USE PADDING OR BLOCKING ON FORKLIFT MASTS TO PROTECT PANEL EDGES AND PREVENT OVERENGAGEMENT INTO ADJACENT BUNDLES! Figure 5.6b Figure 5.6c Figure 5.6d 1A S. MATERIAL HANDLING - Bundles t Forklifts 5.7 Forklift blades must be level and centered under the weight of the bundle. BACK BACK ° BACK oeru 6 \� WARNING: LIFT ONE BUNDLE AT A TIME 5.8 Longer bundles are pre -marked with two lift points at the factory. Each forklift should straddle one lift point (see figure 5.8) Two Eorlclift�s REQUIRED Fo klift HERE Figure 5.8 5.9 Inspect travel route to make sure path is reasonably level, compacted and free of ruts. Move bundles into position as required for efficient installation. 5.10 Secure open bundles with straps before moving with forklifts. Spread forks as far as possible and center under the load. Use caution to prevent excessive bending as damage to panels may result. Avoid bumpy terrain. WARNING: USE EXTREME CARE WHEN MOVING OPEN BUNDLES, ESPECIALLY THOSE WITH 2-3 INCH PANELS LONGER THAN 20'. WARNING: WHEN RELOADING BUNDLES, MAKE SURE THE END MARKED "BACK" FACES THE BACK OF THE TRAILER. USE DUCT TAPE TO REPAIR TEARS IN THE BUNDLE WRAP. 14 5. MATERIAL HANDLING - Bundles Lifting by crane 5.11 Use wood spreaders (1.5" minimum thickness, width as required for straps) on top and bottom of bundles at a# pick points. -- notch ends as required 'V.— I— 5.12 Place foam blocks on sides of bundles at all sling locations as shown in figure 5.12. 5.13 Bundles under 4,000 lbs. and less than 44' may be lifted as shown in figure 5.12 sling 1 wood spreaders I10,,! � � �✓ 4 foam blocks wood spreaders Figure 5.12 WARNING: INSTALLER IS RESPONSIBLE FOR DESIGN, USE AND SAFETY OF RIGGING EQUIPMENT! USE SLINGS OF SUFFICIENT SIZE AND STRENGTH TO LIFT BUNDLES. DO NOT USE CABLES OR CHAINS! 5. MATERIAL HANDLING - Bundles Lifting bycrane 5.14 Bundles over 4,000/bs. and less than44' maybe lifted as shown in figure 5.14 � a 'fa eF �ase 1Y8'`d9,1 a Jae Figure 5.14 5.15 Bundles over 4,000/bs. and/or over44' may be lifted as shown in figure 5.15 Figure 5.15 d Q�a�sQaes e 16 5. MATERIAL HANDLING -Individual Panels Manual Lifting 5.16 Lift panels from here... NOT from here... Figure 5.16a d ire 5.16b Figure 5.16c 5.17 Rotate panels onto the leading edge (side with clip shelf) before carrying. Use foam blocks (from bundles) to prevent panel edge damage. WARNING: TO AVOID SCRATCHING, DO NOT SLIDE PANELS OFF BUNDLES -ALWAYS LIFT THEM. Figure 5.17 5.18 Carry panels on edge with sufficient manpower to prevent straining. Figure 5.18a Figure 5.186 17 5. MATERIAL HANDLING -Individual Panels f. Clamping Devices (notbyMetl-span) 5.19 Verify clamping device is securely attached to panels and of sufficient capacity for panel lifting. 5.20 Rotate panel on edge (see 5.17), and lift per figures 5.20a and 5.20b. Figure 5.20a WHEN USING THROUGH BOLTS MAKE SURE HOLE LOCATIONS WILL BE CONCEALED BY TRIMS. FILL HOLES WITH EXPANDABLE FOAM. Figure 5.20b — Foam blocking 5.21 Set panel in place as shown in figure 5.21a, remove clamp, engage and secure panel. Figure 5.21a ire 5.21b PANELS EXPOSED TO DIRECT SUNLIGHT MAY EXHIBIT THERMAL BOW WHICH CAN PREVENT PROPER ENGAGEMENT. MOVE PANELS TO SHADED AREA OR FLIP THEM OVER TO EXPOSE COOL SIDE TO SUNLIGHT FOR APPROXIMATELY 15 MINUTES. WARNING: PICKING PANELS FLAT OFF THE BUNDLE WITHOUT THE USE OF VACUUM LIFTING EQUIPMENT AND PROPER OUTRIGGERS IS NOT RECOMMENDED! 18 5. MATERIAL HANDLING - Individual Panels Vacuum Lifting 5.22 Panel installation time is typically reduced when using vacuum lifting equipment. Equipment must be designed for panel lengths, weights and profiles to be lifted — verify the requirements of your specific project with your lifting equipment supplier. Rotaboy and Cladboy *- contact Automak Assembly Inc. at (219) 310-8458 www.automakassembly.com Wood's POWR-GRIPO * — contact Woods Powr-Grip Co., Inc. at (406) 628-8231 www.wpg.com Figure 5.22 'provided for informational purposes only, and does not imply specific endorsements 6. STORAGE AND STAGING t 6.1 Panels should be stored in secure location(s), on level ground that is well drained and free from standing water. 6.2 Elevate one end of panel bundles to provide adequate drainage - use graduated blocking under bundle bearing pads as required (figure 6.2). 6.3 Slit bottom wrapping as shown for ventilation (figure 6.3). dCa`r BACK -aaJ�I graduated blocking Figure 6.2 Figure 6.3 6.4 Cover opened bundles at the end of the day with a tarp. Secure the bundle with straps to protect against weather damage. WARNING: DO NOT OVERTIGHTEN STRAPS AS DAMAGE TO PANELS MAY OCCUR. USE PROTECTIVE EDGE PADS. WARNING: KEEP PANELS A SAFE DISTANCE FROM OTHER TRADES THAT ARE TORCHING, CUTTING, WELDING OR PAINTING. Figure 6.4 6.5 Items on bundle report match panel callouts on Meti-Span installation drawings. Use this info to stage panels. �Q4ZiUMBER CKA6E NUMBER 54321 6-1 GGEwNERN - IMP EXPERTS RANei: 4CF42F/LM .roe NGn:E E u"„'"• • 4EW K[rw i01 N.nAanbn•I[nawa4q Ia Gaup E4[<ML REGUIR[N[Mf� RACE f: pAA1 C•a{4are O. RumMr CAVLI(pM: REGVrRENEM: E%TFRgR; MERRM: — ERUYEE4: 1 pF 1 FACE I- EnsiVO4a ]KE] lif REM Kiw Ea N�.Ilns+bnalfmaea.M.E n Gaup MUNe[a � R< WAMGY EATM 2 FS1-� 111- 10" 2 0 4 CFS1.2 10'- 11" 2 0 5 CFS1-3 12%8" 3 0 9 FS3- 10'- 0" 4 0 oRER.IGR: tr�R'i. moo G•IE E TOTAL PACXAGEO: I Figure 6.5 20 7. PANEL CUTTING 7.1 Personnel cutting panels should always wear safety glasses, gloves and long sleeve shirts. 7.2 Panel cutting should take place priorto installation when possible. 7.3 Use the following cutting tools to avoid panel damage: ✓ Circular saw with carbide tipped metal cutting blade ✓ Insulated metal panel saw ✓ Band saw with metal cutting blade 7.4 Use care when using reciprocating saws to avoid panel delamination: make sure the blade is sharp and let the saw cut at its own pace - do not force. 7.5 Do NOT use abrasive saws to cut panels. Abrasive saws WARNING: USE OF ABRASIVE SAWS/ GRINDER BLADES WILL DAMAGE THE PAINT FINISH AND THE METAL FACINGS! 7.6 For small penetrations, cut each panel face with a portable router, then cut the foam with a serrated knife. 7.7 Metal flashings may be cut with power snips, nibblers or hand snips. At I? Re. r 21 7, PANEL CUTTING 7.8 Place the panel on padded sawhorses with the interior side up. 7.9 Wipe mud and debris off panel face to be cut with clean rag. 7.10 Mark cut line with chalk or washable felt tip marker (figure 7.10). 7.11 Masking tape may be applied on both sides of cut line to minimize panel scratching. 7.12 Recheck measurements and cut with appropriate tool per 7.3, 7.4. 7.13 Remove burrs at cut edges with deburring tool. Figure 7.10 in TEST FIT PANEL BEFORE INSTALLING JOINT SEALANT! CHECK BLADE SHARPNESS OFTEN WHEN CUTTING TUFF COTE® PANELS AS THE FINISH CONTAINS ABRASIVES. WARNING: TO PREVENT DAMAGE TO THE PAINT FINISH REMOVE ALL METAL SHAVINGS FROM PANEL SURFACES AFTER CUTTING! 22 . 7. PANEL CUTTING Framed Openings 7.14 For panels located at framed openings where 50% or more of panel width is removed: a. mark cut lines on BOTH panel faces b. drill 1/4" holes at corner locations c. cut the exterior face to a depth of 1/4" d. flip panel over and cut interior face to a depth of 1/4" e. cut all the way through panel sidejoints at the framed opening area f. lift panel into place, set on bottom support g. cut foam with serrated knife and remove panel section h. engage panel and secure with fasteners i. de -bur and remove metal shavings panel exterior panel interior Figure 7.14a 01 CUT METAL FACINGS ONLY - DO NOT CUT FOAM CORE UNTIL PANEL IS LIFTED INTO PLACE! Figure 7.14b f 9. 8. PANEL SEALANT WARNING: THE TYPICAL AIR/VAPOR BARRIER LOCATION FOR COMMERCIAL/INDUSTRIAL PROJECTS IS THE LINER (INTERIOR) SIDE JOINT. HOWEVER, THE PROJECT ARCHITECT IS RESPONSIBLE FOR DETERMINING THE ACTUAL VAPOR BARRIER LOCATION, WHICH MAY VARY FROM THE DETAILS SHOWN IN THIS GUIDE. 8.1 Joint must be clean and dry before applying sealant. 8.2 Apply continuous non -curing (non -skinning) butyl sealant to the interior panel joint with a bead size of approximately 1/4" as shown in figure 8.2. Sealant should provide continuous seal between the tongue and groove, but not overflow onto panel faces. c Figure 8.2 COLD WEATHER = STORE BUTYL IN A WARMING BIN UNTIL READY FOR USE HOT WEATHER = STORE BUTYL IN THE SHADE AND OUT OF DIRECT SUNLIGHT 8.3 Inspect factory applied sealant (if any) for consistent bead size -add sealant as required. REMOVE SEALANT FROM PAINTED PANEL FACES BY USING WD-40 OR MINERAL SPIRITS APPLIED WITH A CLEAN COTTON RAG. FOR TUFF -COTE PANELS CONTACT METL-SPAN FOR SEALANT REMOVAL INSTRUCTIONS. 24 9. PANEL FASTENERS WARNING: REFER TO PROJECT INSTALLATION DRAWINGS FOR FASTENER TYPES AND REQUIRED FASTENING PATTERNS! Self -drilling, self -tapping fasteners contain a built-in drill point, and do not require pre -drilling. They are the quickest and easiest way to attach insulated metal panels to light -medium gauge supports. Figure 9.10 B point fasteners are used to attach panels to medium -heavy gauge supports that are difficult or not possible to drill with self -drilling type fasteners. They require a two-step operation: 1. pre -drill holes through panels and structure 2. insert fastener and tighten Figure 9.1b Suggested fastener driving speeds: Carbon, Zinc Plated and 410 Stainless Steel: 1,800 rpm USE A TORQUE CONTROL OR DEPTH SENSING NOSE PIECE FOR PROPER 304 Stainless Steel: 1,000 rpm I FASTENER PERFORMANCE. Recommended self -drilling, self -tapping types for various support thicknesses (V4" diameter): Support thickness Type Threads per inch 18 gauge (.048) #2, #3 14 16 gauge (.060) #2, #3 14 14 gauge (.075) #2, #3 14 12 gauge (.105) #3 14 1/8" (.125) #3 14 10 gauge (.134) #3 14 3/16" (.187) #5 20 minimum 1/4" (.250) #5 24 3/8" (.375) #5 124 1/2" (.500) #5 1 24 Pilot Hole Sizes for V4" diameter B point fasteners: Support thickness Bit Size Threads per inch 18 gauge (.048) 3/16" 14 16 gauge (.060) #9 (.196) 14 14 gauge (.075) #9 (.196) 14 12 gauge (.105) #7 (.201) 14 1/8" (.125) #2 (.221) 14 10 gauge (.134) #2 (.221) 20 3/16" (.187) #2 (.221) 20 minimum 1/4" (.250) #1 (.228) 24 3/8" (.375) #1 (.228) 24 1/2" (.500) .234 24 25 10. CLEANING WARNING: DO NOT USE WIRES BRUSHES, STEEL WOOL OR ANY OTHER ABRASIVE METHODS TO CLEAN PANELS. 10.1 Metal shavings from cutting and drilling should be removed as panels are erected using a soft bristle brush or clean cotton rag. 10.2 For general cleaning, use a low pressure power wash with plain water. If necessary, use carwash soap or a 5% solution of mild laundry detergent (such as Tide). Use a clean cotton rag, sponge or so#bristle brush as required. Rinse thoroughly. 10.3 Sealants, grease, tar and wax can be removed from panels and trim by using WD-40 or mineral spirits. Apply to a clean cotton rag, and avoid smearing over a large area. Follow up with general cleaning instructions per 10.2. 10.4 For rust stains, remove the source (typically metal filings), then clean the affected area using one of the following methods: soap and water or Rid O'Rust@. 10.5 Concrete/mortar splatter must be washed off immediately with a high pressure wash and mild detergent. WARNING: SCRUBBING THE PANELS WHILE MORTAR IS PRESENT WILL LIKELY RESULT IN SCRATCHES TO THE PAINT 11. TOUCH-UP 11.1 Contact Metl-Span Customer Relations for color matched touch-up paint with applicator brush. 11.2 Touch-up paint is for minor scratches only. For deep scratches or larger areas of repair, contact Customer Relations for detailed instructions. 11.3 Clean affected area with a clean cloth, dampened with isopropyl alcohol. 11.4 Air and panel temperatures must be above 50°F before attempting repairs. 11.5 Apply touch-up in the scratch using an artist brush. 11.6 Allow 30-45 minutes for tack free and 24 hours for complete drying. 11.7 For more information regarding touch-up refer to the Owner's Maintenance Manual. 26 12. INTERIOR TRIM INSTALLATION - BASE 12.1 Re -verify framing alignment per Chapter 3 Framing Alignment. 12.2 Confirm base condition as overhang or notched slab. 12.3 If base angle has not yet been installed, place urethane sealant under angle and butyl sealant on vertical leg of angle as shown in figure 13.3a (overhung) and 13.3b (if notched slab). Figure 12.3a 12.4 If base angle is already installed, place sealant as shown in figure 12.4a (overhung) and figure 12.4b (if notched slab). 77 12. INTERIOR TRIM INSTALLATION - BASE 12.5 Attach base flashing to base attachment using #12 pancake stitch fasteners (12" on center). FOR MORE BASE CONDITIONS SEE CHAPTER 15 GENERAL DETAILS. For base conditions matching 12.3: For base conditions matching 12.4 28 12. INTERIOR TRIM INSTALLATION - BASE 12.6 Lap base flashing with urethane sealant, install 1/8" color matched pop rivets as shown. 12.7 Cut flashing section at end of wall at 45 degree angle. Notch end of opposing flashing section with tabs that lap underneath. Apply urethane sealant, join pieces together using 1/8" color matched stainless steel pop rivets. STRAIGHT SLAB EDGE NOTCHED SLAB EDGE 29 12. INTERIOR TRIM INSTALLATION - CORNERS 12.8 Install interior portion of two piece corner trims using 1/8" stainless steel pop rivets. Figure 12.8b exterior corner interior corner 12.9 Trim hems 2", apply 2 rows of urethane sealant, lap and fasten with 1/8" stainless steel painted pop rivets. Figure 12.9a a— (exterior corner trims) Figure 12.9b 30 12. INTERIOR TRIM INSTALLATION - FRAMED OPENINGS 12.10 For two piece jambs, apply minimum 1/4" bead of butyl sealant atheadand jambs of framed openings. 12.11 For one piece jambs, apply minimum 1/4" bead of butyl sealant at head conditions only. Figure 12.10a Figure 12.11 REFER TO PROJECT INSTALLATION DRAWINGS TO DETERMINE IF ONE OR TWO PIECE JAMB SYSTEM IS REQUIRED. 12. INTERIOR TRIM INSTALLATION - FRAMED OPENINGS 12.12 Notch interior head trim at framed opening corners and bend tabs downward at each end. 12.13 For two piece jambs, install interior head and jamb trims with 1/8" stainless steel pop rivets at 12" on center. L Figure 12.12 TWO PIECE JAMB SYSTEM SHOWN - VERIFY PER PROJECT INSTALLATION DRAWINGS. 12.14 For one piece jambs, install interior head trim only with 1/8" stainless steel pop rivets at 12" on center. 32 12. INTERIOR TRIM INSTALLATION - FRAMED OPENINGS 12.15 Notch interior jamb trims as required at intersection of base flashing. 13. PANEL INSTALLATION - SEALANT 13.1 Starting at a building corner, apply 1/4" minimum bead of non -skinning butyl sealant to base flashing, interior corner trim and eave strut (figure 13.1). 13.2 Cut trailing edge of first panel per layout shown on installation drawings (figure 13.2a). Figure 13.2a WARNING: ALIGNING PANEL JOINTS WITH JAMBS IS NOT RECOMMENDED DUE TO DIFFICULTY WITH WEATHER SEALING! IF UNAVOIDABLE, CONTACT METL-SPAN FOR RECOMMENDATIONS. Figure 13.26 34 13. PANEL INSTALLATION - STARTER PANEL 13.3 Lift panel into place and firmly set into butyl sealant. 13.4 Place level on leading edge (side with clip shelf), align and fasten trailing cut edge with 1/4" pancake fasteners into structural supports as required per installation drawings. WARNING: INSPECT ALL PANELS BEFORE INSTALLING - CHECK FOR DENTS, DEEP SCRATCHES, JOINT DAMAGE AND FACE RIPPLING. DO NOT INSTALL DAMAGED MATERIALS - CONTACT METL-SPAN BEFORE PROCEEDING. WARNING: DO NOT OVERDRIVE FASTENERS -THIS DAMAGES PANEL APPEARANCE AND CAN CAUSE FASTENER STRIP -OUT. key 13. PANEL INSTALLATION - ATTACHMENT 13.5 Attach leading edge of panel to structure per shop drawings (use Metl-Span fastening pattern(s) indicated). 6- WARNING: REFER TO PROJECT INSTALLATION DRAWINGS FOR FASTENER SIZES, TYPES AND REQUIRED FASTENING PATTERNS! J WARNING: INSTALLED CLIPS SHOULD BE SNUG, BUT DO NOT COMPRESS FOAM CORE MORE THAN 1/16". Figures 13.5a - d are used with Metl-Span Fastenening Patterns 1-8 (see pages 71-74 for more information) 36 13. PANEL INSTALLATION - ATTACHMENT WARNING: REFER TO PROJECT INSTALLATION DRAWINGS FOR FASTENER SIZES, TYPES AND REQUIRED FASTENING PATTERNS! Figures 13.5e and f are examples of back fastening used with Metl-Span Fastenening Patterns 2-5 (see pages 71-72 for more information) Figures 13.5g and h are examples of back fastening used with Metl-Span Fastenening Patterns 6-8 (see pages 72-73 for more information) s7 13. PANEL INSTALLATION - ATTACHMENT WARNING: REFER TO PROJECT INSTALLATION DRAWINGS FOR FASTENER SIZES, TYPES AND REQUIRED FASTENING PATTERNS! Figures 13.5i - I are used with Metl-Span Fastening Patterns 9-10 (see page 74 for more information) i 38 i 13. PANEL INSTALLATION - MARRIAGE BEADS 13.6 Marriage beads must be placed at ALL panel terminations. ATION AT BASE Figure 13.6b �Q 13, PANEL INSTALLATION - SIDEWALL ELEVATION 13.7 Install remaining panels on wall elevation with marriage beads at top and bottom of EVERY panel. 13.8 Verify joint spacing is as shown in figure 13.8. INTERIOR WALL SUPPORT ACTUAL COVERAGE WIDTH MAY VARY -1/8" TO + 1/8" DUE TO PANEL, CAULKING AND STRUCTURAL TOLERANCES! EXTERIOR Figure 13.8 1/8" MAX @ JOINT 13.9 Verify vertical alignment at every panel using level on leading edge. ALL GUIDE GRAPHICS SHOW LEFT TO RIGHT INSTALLATION FOR CLARITY. PANELS MAY BE INSTALLED RIGHT TO LEFT BY ROTATING PANELS 180 DEGREES `LENGTHWISE. REFER TO INSTALLATION DRAWINGS FOR PROPER DIRECTION. 13.10 Engage bottom corner of panels first, then allow gravity to rotate panel into position. Hold top of panels 1" off structurals to minimize smearing butyl sealant on eave strut. ELS THAT ARE INSTALLED AND i REQUIRE RE -APPLICATION OF TO RE -INSTALLING. 13. PANEL INSTALLATION - OUTSIDE CORNER 13.11 Cut leading edge of panel P2, trailing edge of panel P3. Attach cut edges of panels at corner with 1/4" pancake fasteners at base angle, girts, sheeting angle and eave strut. 13.12 Apply expandable foam as shown in the figure below. :NER Figure 13.12 EXPANDABLE FOAM INSULATION (NOT BY PANEL MANUFACTURER 13. PANEL INSTALLATION - INSIDE CORNER 13.13 Cut leading edge of panel P2, trailing edge of panel P3 at inside corner. Attach cut edges of panels at corner with 1/4" pancake fasteners at base angle, Rirts, sheeting an.Rle and eave strut. ike Figure 13.13o Figure 13.13b direction of installation SUPPORTS -- EXPANDABLE FOAM (NOT BY PANEL MANUFACTURER) CORNER TRIM 1 /8" 0 RIVETS @ SUPPORTS BUTYL SEALANT 42 Figure 13.13c 13. PANEL INSTALLATION - ENDWALL ELEVATION 13.14 Install panels and cut in place to match roof slope. Apply marriage beads at top and bottom of EVERY panel. A 13. PANEL INSTALLATION - FRAMED OPENINGS 13.15 Apply urethane sealant on head trim and at each end to create end dams. 13.16 Apply urethane or non -skinning butyl sealant on jamb and sill areas. WARNING: END DAMS ARE REQUIRED TO PREVENT WINDOW LEAKS! PFFv -� INTERIOR HEAD TRIM Figure 13.16o INTERIOR JAMB TRIMS STANDARD TWO PIECE WINDOW JAMB VERIFY PER INSTALLATION DRAWINGS. Figure 13.15 OPTIONAL ONE PIECE WINDOW JAMB VERIFY PER INSTALLATION DRAWINGS. 01 STANDARD TWO PIECE DOOR JAMB VERIFY PER INSTALLATION DRAWINGS. 'igure 13.16c 44 13. PANEL INSTALLATION - FRAMED OPENINGS 13.16 Cut panels at framed openings per Chapter 7 PANEL CUTTING - Framed Openings. 13.17 Lift panels and secure to perimeter of framed opening using 1/4" pancake fasteners (if required by installation drawings). STANDARD TWO PIECE WINDOW JAMB VERIFY PER INSTALLATION DRAWINGS. .. 01 OPTIONAL ONE PIECE WINDOW JAMB VERIFY PER INSTALLATION DRAWINGS. 13.18 Apply marriage bead of non -skinning butyl sealant at all head and sill panels. 8a MARRIAGE BEAD AT HEAD MARRIAGE BEAD AT SILL a9; 14. EXTERIOR TRIM INSTALLATION - FRAMED OPENINGS 14.1 Apply butyl tape at sill and jambs. E NDARD TWO PIECE WINDOW JAMB OPTIONAL ONE PIECE WINDOW JAMB Figure 14.1b 14.2 Install one piece sill trim with tabs bent up using 1/8" stainless steel painted pop rivets at 8" on center. RA a Figure 14.2o 46 Figure 14.2b 14. EXTERIOR TRIM INSTALLATION - FRAMED OPENINGS 14.3 Install exterior jamb trims using 1/8" stainless steel painted pop rivets at 8" on center. STANDARD TWO PIECE WINDOW JAMB [OPTIONAL ONE PIECE WINDOW JAMB 14.4 Apply urethane sealant at lap and attach exterior head trim using 1/8" stainless steel painted pop rivets at 8" on center. 1.4b A7 14. EXTERIOR TRIM INSTALLATION - FRAMED OPENINGS COMPLETED WINDOW TRIM WITH TWO PIECE JAMBS Figure 14.4d COMPLETED WINDOW TRIM WITH ONE PIECE DEEP JAMBS 48 14. EXTERIOR TRIM INSTALLATION - BASE 14.5 Install exterior base trims with 1/8" stainless steel painted pop rivets at 8" on center. EXTERIOR B/ 49 14. EXTERIOR TRIM INSTALLATION - CORNERS It 14.6 Apply butyl tape to interior side of corner trims (if required per installation drawings) and install with 1/8" stainless steel painted pop rivets at 8" on center. riyul u .L-vou Figure 14.6a 50 15. GENERAL DETAILS 14 GA. PANEL CLIP W/ 1/4" HWH FASTENERS @ EACH WALL SUPPORT \ INTERIOR \' EXTERIOR INTERIOR WARNING: THIS CHAPTER CONTAINS GENERAL DETAILS ONLY- REFER TO PROJECT INSTALLATION (SHOP) DRAWINGS FOR PROJECT SPECIFIC DETAILS! CLIP AND FASTENER ASSEMBLY 1 WALL SUPPORT JOINT SEALANT WALL SUPPORT EXTERIOR OPTIONAL - SEE DETAIL "A" JOINT SEALANT JOINT SEALANT APPLICATION NON -SKINNING BUTYL SEALANT r 1/4" UNIFORM BEAD MIN. @ LOCATION SPECIFIED OPTIONAL DETAIL A JOINT SEALANT INTERIOR WALL SUPPORT EXTERIOR -- 1 /8" MAX @ JOINT (NO REVEAL) CI-CF-JT-03 PANEL JOINT DETAILS 15. GENERAL DETAILS 14 GA. CLIP 1 /4" HWH _ FASTENERS 14 GA. CLIP - 1 /4" HWH FASTENERS _ WALL SUPPORT (14GA. MINIMUM) CI-CF-FSTN-01A ATTACHMENT SIDEJOINT - PRE-ENGINEERED STEEL CI-CF-FSTN-01B ATTACHMENT SIDEJOINT - STRUCTURAL f _-.. WALL SUPPORT @ EACH WALL SUPPORT - STRUCTURAL STEEL 14 GA. CLIP W/FASTENERS 52 J • 15. GENERAL DETAILS I I I I I I 14 GA. CLIP I 1 /4" HWH FASTENERS I I I 14 GA. CLIP I 1 /4" HWH I FASTENERS BULB-TITE® RIVET GIRT CLIP -- STRUCTURAL STEEL CI-CF-FSTN-01C ATTACHMENT BACK -FASTENED W/GIRT CLIPS BULB-TITE® RIVET WALL SUPPORT (14GA. MINIMUM) CI-CF-FSTN-01D ATTACHMENT BACK -FASTENED W/RIVETS -- STRUCTURAL STEEL - WALL SUPPORT FASTENERS 53 15. GENERAL DETAILS 14 GA. PANEL CLIP ---,. I I BASE ATTACHMENT (NOT BY PANEL MANUFACTURER) 1 /4" HWH FASTENERS BUTYL SEALANT IIIIA BASE TRIM - - , I f _---- -------- #12 PANCAKE STITCH FASTENER I 1/8" 0 RIVETS \ I FINISH FLOOR @ 12" O.C. I - '_....-_..._S,.' ', :'�'. CONC. FASTENERS lao_---- t•yw. - •" „a.> (NOT BY PANEL MANUFACTURER) Ln - ' ,.F. •' st ., �� BASE ATTACHMENT /- - SET IN CONTINUOUS BEAD OF URETHANE SEALANT BASE FLASHING CONTINUOUS BUTYL SEALANT — WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT BUTYL SEALANT - CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT THANE atALANT ALTERNATE PLACEMENT OF SEALANT tiU I YL SEALAN I BASE FLASHING - -- URETHANE SEALANT PANEL SUPPORT - (NOT BY PANEL MANUFACTURER) OPTIONAL PANEL SUPPORT CI-CF-BE-06 BASE - OVERHANG W/DRIP TRIM 54 rL 15. GENERAL DETAILS 14 GA. PANEL CLIP I I I •-I I 1 /4" HWH FASTENERS — I I I I i 1 /8" 0 RIVETS @ 8" O.C. I BASE TRIM —� BUTYL SEALANT - CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO — VERTICAL PANEL JOINT SEALANT BASE ATTACHMENT (NOT BY PANEL MANUFACTURER) BUTYL SEALANT -- #12 PANCAKE STITCH FASTENER ?: CONC. FASTENERS (NOT BY PANEL MANUFACTURER) .:.. " . `` ' • . n BASE ATTACHMENT SET IN CONTINUOUS BEAD OF URETHANE SEALANT ` CONTINUOUS BUTYL SEALANT — WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT PANEL SUPPORT ANGLE (NOT BY PANEL MANUFACTURER) ALTERNATE PLACEMENT OF SEALANT — URETHANE SEALANT CI-CF-BE-07 BASE - OVERHANG W/EDGE TRIM 55 15. GENERAL DETAILS I I 14 GA. PANEL CLIP -- � I I �I- 1/4" HWH FASTENERS I I I I I 1 /8" 0 RIVETS @ 8" O.C. - I BASE TRIM 14 GA. PANEL CLIP 1 /4" HWH FASTENERS - WIPER GASKET BASE EXTRUSION -- FIELD DRILL 3/8" 4 MIN. WEEP HOLES ---- @ 24" O.C. SPLICE PLATE BUTYL SEALANT CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO - - VERTICAL PANEL JOINT SEALANT CONTINUOUS BASE ATTACHMENT (NOT BY PANEL MANUFACTURER) BASE ATTACHMENT -- SET IN CONTINUOUS BEAD OF URETHANE SEALANT FINISH FLOOR CONC. FASTENERS (NOT BY PANEL MANUFACTURER) CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT CI-CF-BE-08 [��- BASE - OVERHANG W/BASE SUPPORT CONTINUOUS BASE ATTACHMENT (NOT BY PANEL MANUFACTURER) -- BUTYL SEALANT -- #12 PANCAKE STITCH FASTENER FINISH FLOOR CONC. FASTENERS ,(NOT BY PANEL MANUFACTURER) J1. BASE ATTACHMENT ' SET IN CONTINUOUS BEAD OF URETHANE SEALANT CONTINUOUS BUTYL SEALANT -- WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT ALTERNATE PLACEMENT OF SEALANT -- URETHANE SEALANT 56 CI-CF-EB-02 BASE - OVERHANG W/EXTRUSION 15. GENERAL DETAILS 14 GA. PANEL CLIP ---- 1/4" HWH FASTENERS ---- BASE TRIM - - 1 /8" 0 RIVETS @ 12" O.C.01) --� -- -- LO t� BASE FLASHING ----- CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO -- VERTICAL PANEL JOINT SEALANT URETHANE SEALANT -- - I I I I BASE ATTACHMENT (NOT BY PANEL MANUFACTURER) I i ' ---- BUYTL SEALANT I - I 1 - -- #12 PANCAKE STITCH FASTENER I I FINISH FLOOR "� :' " :� CONC. FASTENERS �1x• . I :�' "..*.- Y" (NOT BY PANEL MANUFACTURER) N. BASE ATTACHMENT t At. ---- SET IN CONTINUOUS .' .'. • BEAD OF URETHANE SEALANT CONTINUOUS BUTYL SEALANT -- WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT -- BUTYL SEALANT ALTERNATE PLACEMENT OF SEALANT CI-CF-BE-02 BASE - OVERHANG W/NOTCHED SLAB 57 15. GENERAL DETAILS 14 GA. PANEL CLIP BASE ATTACHMENT (NOT BY PANEL MANUFACTURER) 1/4" HWH FASTENERS 11 BUTYL SEALANT BASE TRIM #12 PANCAKE STITCH FASTENER 1/8" 0 RIVETS @ 12" O.C. I FINISH FLOOR elf Lo CONC. FASTENERS (NOT BY PANEL MANUFACTURER) BASE ATTACHMENT SET IN CONTINUOUS BASE FLASHING BEAD OF URETHANE SEALANT CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT BUTYL SEALANT URETHANE SEALANT - ALTERNATE PLACEMENT OF SEALANT Cl-CF-BE-04 BASE - OVERHANG W/NOTCHED SLAB ALT. 58 15. GENERAL DETAILS I 14 GA. PANEL CLIP -- I I 1/4" HWH FASTENERS I I I `1 WIPER GASKET ----- I I CONTINUOUS BASE ATTACHMENT (NOT BY PANEL MANUFACTURER) -- BUTYL SEALANT #12 PANCAKE STITCH FASTENER FINISH FLOOR A �. A, CONC. FASTENERS FIELD DRILL 3/8 0 MIN. (NOT BY PANEL MANUFACTURER) WEEP HOLES @ 24" O.C. i" ,.� . . , . , -:=' BASE ATTACHMENT :. x=, - SET IN CONTINUOUS BASE EXTRUSION - Y�• '. BEAD OF URETHANE SEALANT Mw .; CONTINUOUS BUTYL SEALANT SPLICE BAR -N.3r WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO -- VERTICAL PANEL JOINT SEALANT I I I BUTYL SEALANT URETHANE SEALANT ALTERNATE PLACEMENT OF SEALANT CI-CF-EB-01 BASE - OVERHANG W/NOTCHED SLAB, EXTRUSION IQ 15. GENERAL DETAILS 1 /8" 0 RIVETS @ 8" O.C. SEALANT TAPE ---._, (AS REQUIRED) EXPANDABLE FOAM INSULATION (NOT BY PANEL MANUFACTURER) CORNER TRIM -- CORNER TRIM 1 /4" PANCAKE FASTENER @ EACH SUPPORT _ 1 /8" 0 RIVETS /@ SUPPORTS BUTYL SEALANT i ' -- SUPPORTS CI-CF-CE-01 OUTSIDE CORNER W/FLUSH TRIM WIPER GASKET - BUTYL SEALANT - FIELD MITER PANEL MALE CORNER EXTRUSION �f SUPPORTS FEMALE CORNER EXTRUSION BUTYL SEALANT #12 PANCAKE STITCH FASTENER @ EACH SUPPORT _ 1/4" PANCAKE FASTENER @ EACH SUPPORT CI-CF-EC-01 OUTSIDE CORNER W/TWO PIECE EXTRUSION 60 • 15. GENERAL DETAILS SUPPORTS - EXPANDABLE FOAM _ (NOT BY PANEL MANUFACTURER) CORNER TRIM 1 /8" 0 RIVETS _ ------ @ SUPPORTS 1/8"0 RIVETS @ 8" O.C. - CORNER TRIM BUTYL SEALANT -- 1/4" PANCAKE FASTENER @ EACH SUPPORT -- SEALANT TAPE (AS REQUIRED) CI-CF-CE-03 INSIDE CORNER W/FLUSH TRIM MALE CORNER EXTRUSION - SUPPORTS --- #12 PANCAKE STITCH FASTENER @ EACH SUPPORT - BUTYL SEALANT BUTYL SEALANT - - FEMALE CORNER EXTRUSION _ 1/4" PANCAKE FASTENER @ EACH SUPPORT --- WIPER GASKET CI-CF-EC-02 INSIDE CORNER W/TWO PIECE EXTRUSION 61 15. GENERAL DETAILS 14 GA. PANEL CLIP _ 1/4" HWH FASTENERS I EXTERIOR HEAD TRIM ---- 1 I i I CONTINUOUS URETHANE SEALANT ---- WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT - BUTYL SEALANT #12PANCAKE STITCH SCREW V 4 URETHANE SEALANT -- 1 /8" 0 POP RIVET --J INTERIOR HEAD TRIM - URETHANE SEALANT - PERIMETER SEALANT (NOT BY PANEL MANUFACTURER) CI-CF-HD-01 HEAD W/TWO PIECE TRIM 14 GA. PANEL CLIP - I I I I I 1/4" HWH FASTENERS - I WIPER GASKET I I 1. EXTERIOR HEAD EXTRUSION ---- I I I FIELD DRILL 3/8" 0 MIN. WEEP HOLES -- @ 24" O.C. URETHANE SEALANT ----- PERIMETER SEALANT J (NOT BY PANEL MANUFACTURER) --- SUPPORT ____ WINDOW/DOOR/LOUVER/FRAMING (NOT BY PANEL MANUFACTURER) INTERIOR HEAD EXTRUSION CONTINUOUS URETHANE SEALANT - WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT BUTYL SEALANT #12PANCAKE STITCH SCREW ---- SUPPORT rt, WINDOW/DOOR/LOUVER/FRAMING (NOT BY PANEL MANUFACTURER) CI-CF-EH-01 HEAD W/TWO PIECE EXTRUSION 62 • 15. GENERAL DETAILS 1 /4" PANCAKE FASTENER (NOT TO EXCEED 5'-0" O.C.) BUTYL SEALANT INTERIOR JAMB TRIM - - BUTYL SEALANT BUTYL TAPE - 1 /8" 0 RIVETS @ 8" O.C. - --- SUPPORT WINDOW/LOUVER/DOOR/FRAMING (NOT BY PANEL MANUFACTURER) \ PERIMETER SEALANT (NOT BY PANEL MANUFACTURER) -- URETHANE SEALANT --- 1 /8" 0 POP RIVET ----- URETHANE SEALANT CI-CF-JB-01 EXTERIOR JAMB TRIM -- JAMB WI/TWO PIECE TRIM -- SUPPORT WINDOW/LOUVER/DOOR/FRAMING (NOT BY PANEL MANUFACTURER) BUTYL SEALANT -- 1 /4" PANCAKE FASTENER (NOT TO EXCEED 5'-0" O.C.) BUTYL SEALANT -- PERIMETER SEALANT (NOT BY PANEL MANUFACTURER) BUTYL TAPE -- 1 /8" 0 RIVETS @ 8" O.C. — FLAT JAMB TRIM --' CI-CF-JB-02 JAMB W/DEEP TRIM Aa 15. GENERAL DETAILS -- SUPPORT WINDOW/LOUVER/DOOR/FRAMING (NOT BY PANEL MANUFACTURER) 1 /4" PANCAKE FASTENER (NOT TO EXCEED 5'-0" O.C.) #12 PANCAKE STITCH \ SCREW @ ENDS \ BUTYL SEALANT BUTYL SEALANT -- I PERIMETER SEALANT (NOT BY PANEL MANUFACTURER) -- URETHANE SEALANT .1 ;Wit WIPER GASKET - - FEMALE JAMB EXTRUSION BUTYL SEALANT - CI-CF-EJ-01 -- MALE JAMB EXTRUSION JAMB W/EXTRUSION #12 PANCAKE STITCH SCREW @ 12" O.C. PERIMETER SEALANT (NOT BY PANEL MANUFACTURER) SILL TRIM - I ---------------------- - --- I ■ IC 1/8"0 RIVETS @ 8" O.C. i FLASHING SEALANT TAPE FLUTE PLUG STRIP (1) PER PANEL (IF REQUIRED) ------- SET IN URETHANE SEALANT WINDOW/LOUVER/DOOR/FRAMING (NOT BY PANEL MANUFACTURER) -- SUPPORT i CONTINUOUS BUTYL SEALANT _ WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT 1 /4" HWH FASTENERS --- 14 GA. PANEL CLIP CI-CF-SL-01 SILL W/FLAT TRIM 64 15. GENERAL DETAILS #12 PANCAKE STITCH SCREW @ 12" O.C. PERIMETER SEALANT _ (NOT BY PANEL MANUFACTURER) SILL EXTRUSION i BUTYL SEALANT -- WIPER GASKET FLUTE PLUG STRIP (1) PER PANEL (IF REQUIRED) SET IN URETHANE SEALANT WINDOW/LOUVER/DOOR/FRAMING (NOT BY PANEL MANUFACTURER) SUPPORT i i CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT --- 1/4" HWH FASTENERS - 14 GA. PANEL CLIP CI-CF-ES-01 SILL W/EXTRUSION AS 15. GENERAL DETAILS I I I CONTINUOUS URETHANE SEALANT 14 GA. PANEL CLIP ----- I WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT 1 /4" HWH FASTENERS _ i -- BUTYL SEALANT I i #12 PANCAKE EXTERIOR HEAD TRIM I I STITCH SCREW i I I -- SUPPORT HEAD TRIM (OPTIONAL) URETHANE SEALANT - ` - URETHANE SEALANT 1 /8" 0 POP RIVET - - INTERIOR HEAD TRIM - - CI-CF-HD-02 O.H. DOOR HEAD W/TWO PIECE TRIM 14 GA. PANEL CLIP 1/4" HWH FASTENERS - WIPER GASKET EXTERIOR HEAD EXTRUSION \ ~ -- INTERIOR HEAD EXTRUSION CONTINUOUS URETHANE SEALANT - WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT ---- BUTYL SEALANT _ #12PANCAKE STITCH SCREW SUPPORT FIELD DRILL 3/8" 0 MIN. HEAD TRIM WEEP HOLES - (OPTIONAL) @ 24" O.C. URETHANE SEALANT - PERIMETER SEALANT (NOT BY PANEL MANUFACTURER) CI-CF-EH-02 O.H. DOOR HEAD W/TWO PIECE EXTRUSION 15. GENERAL DETAILS SUPPORT - 1 /4" PANCAKE FASTENER JAMB WRAP TRIM (NOT TO EXCEED 5'-0" O.C.) (OPTIONAL) BUTYL SEALANT ----- INTERIOR JAMB TRIM ----- BUTYL SEALANT - -- URETHANE SEALANT 1 /8" 0 POP RIVET - ---- --- URETHANE SEALANT BUTYL TAPE ---- 1 /8" 0 RIVETS @ 8" O.C. EXTERIOR JAMB TRIM CI-CF-DJ-01 O.H. DOOR JAMB W/TWO PIECE TRIM 1/4" PANCAKE FASTENER (NOT TO EXCEED 5'-0" O.C.) \ #12 PANCAKE STITCH \ SCREW @ ENDS BUTYL SEALANT -- BUTYL SEALANT --. WIPER GASKET ------ - SUPPORT JAMB WRAP TRIM (OPTIONAL) i -------- URETHANE SEALANT -- FEMALE JAMB EXTRUSION ------ MALE JAMB EXTRUSION BUTYL SEALANT - CI-CF-ED-01 O.H. DOOR JAMB W/EXTRUSION 67 15. GENERAL DETAILS 14 GA. PANEL CLIP — 1/4" HWH FASTENERS - BASE TRIM —. 1 /8" 0 RIVET @ 8" O.C. -� \ `ago -- --.� STACK JOINT TRIM - - FLASHING SEALANT TAPE FLUTE PLUG STRIP (1) PER PANEL (IF REQUIRED) - SET IN URETHANE SEALANT CI-CF-SJ-01 STACK JOINT W/TRIM #12PANCAKE — STITCH SCREW CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT — SUPPORT CONTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT WARNING: VERIFY THAT STRUCTURAL SUPPORTS AT STACK JOINT LOCATION ARE OF PROPER GAUGE, LOCATION AND SIZE. WARNING: IN ORDER TO ENSURE PROPER ALIGNMENT OF PANELS IT IS RECOMMENDED THAT BOTH LOWER AND UPPER ROWS ARE INSTALLED AT THE SAME TIME. WORK POINT ELEV� 68 15. GENERAL DETAILS 14 GA. PANEL CLIP -- . I I 1 /4" HWH FASTENERS --- ----- I I 1 #12PANCAKE I / STITCH FASTENER WIPER GASKET - ]ION - URETHANE SEALANT STACK JOINT EXTRUSION I W7� 1000NTINUOUS BUTYL SEALANT WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT OD ------- - - SEALANT N ' SUPPORT FIELD DRILL 3/80 MIN. � WEEP HOLES -- @ 24" O.C. I CONTINUOUS BUTYL SEALANT - WITH MARRIAGE BEAD TO WIPER GASKET -- I VERTICAL PANEL JOINT SEALANT I � I I SPLICE BAR I I I I CI-CF-ESJ-01 STACK JOINT W/EXTRUSION NOTE: THIS DETAIL IS FOR INFORMATIONAL PURPOSES ONLY. ALL ROOF COMPONENTS, PERIMETER FLASHING AND SEALANTS ARE -- NOT BY PANEL MANUFACTURER. I RK POINT ELEV FLUTE PLUG STRIP (1) PER PANEL (IF REQUIRED) - I" SET IN URETHANE SEALANT I CONTINUOUS BUTYL SEALANT I - WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT 1/4" HWH FASTENERS -- I - SUPPORT 14 GA. PANEL CLIP - CI-CF-VE-01 EAVE - CONVENTIONAL ROOF A4 15. GENERAL DETAILS ROOF MEMBRANE & PARAPET CAP_ - (NOT BY PANEL MANUFACTURER) i i 1/4" HWH FASTENERS I I METAL CLEAT AND FORM OF ATTACHMENT (NOT BY PANEL MANUFACTURER) i FLASHING SEALANT TAPE --- i FLUTE PLUG STRIP (1) PER PANEL (IF REQUIRED) -� SET IN URETHANE SEALANT PARAPET EXTRUSION (NOT BY PANEL MANUFACTURER) ROOF MEMBRANE & PARAPET CAP - (NOT BY PANEL MANUFACTURER) 1/4" HWH FASTENERS --- 14 GA. PANEL CLIP - CONTINUOUS BUTYL SEALANT �- WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT %I PARAPET BLOCKING / (NOT BY PANEL MANUFACTURER) r SUPPORT Zmar i FASTENER i `--- (NOT BY PANEL MANUFACTURER) i i -- 14 GA. PANEL CLIP CI-CF-TP-01 PARAPET (SUPPORTED) W/TRIM CONTINUOUS BUTYL SEALANT - WITH MARRIAGE BEAD TO VERTICAL PANEL JOINT SEALANT PARAPET BLOCKING ER) FASTENER -- (NOT BY PANEL MANUFACTURER) CI-CF-EP-02 PARAPET (SUPPORTED W/EXTRUSION) 70 15. GENERAL DETAILS (FP1) CI-CF-FP 1 FASTENING PATTERN #1 DIMENSION IS FROM FEMALE EDGE +/- 1.5" (FP2) SIDE JOINT FASTENING INSTALL RIVET THROUGH GIRT FLANGE AND ONE DOME HEAD INTO MESA WHERE THE SKIN MAKES BULB-TITE® RIVET CONTACT WITH THE STEEL CI-CF-FP 2 FASTENING PATTERN #2 DIMENSION IS FROM FEMALE EDGE +/- 1.5" (FP3) SIDE JOINT FASTENING INSTALL RIVET THROUGH GIRT FLANGE AND TWO DOME HEAD INTO MESA WHERE THE SKIN MAKES BULB-TITE® RIVETS CONTACT WITH THE STEEL CI-CF-FP 3 FASTENING PATTERN #3 71 15. GENERAL DETAILS DIMENSION IS FROM FEMALE EDGE +/- 1.5" (FP4) SIDE JOINT FASTENING INSTALL RIVET THROUGH GIRT FLANGE WITH THREE DOME HEAD INTO MESA WHERE THE SKIN MAKES BULB-TITEG RIVETS CONTACT WITH THE STEEL CI-CF-FP 4 FASTENING PATTERN #4 DIMENSION IS FROM FEMALE EDGE +/- 1.5" (FP5) SIDE JOINT FASTENING INSTALL RIVET THROUGH GIRT FLANGE AND FOUR DOME HEAD INTO MESA WHERE THE SKIN MAKES BULB-TITE® RIVETS CONTACT WITH THE STEEL CI-CF-FP 5 FASTENING PATTERN #5 DIMENSION IS FROM FEMALE EDGE +/- 1.5- (FP6) SIDE JOINT FASTENING INSTALL RIVET THROUGH GIRT FLANGE AND ONE GIRT CLIP WITH TWO INTO MESA WHERE THE SKIN MAKES DOME HEAD BULB-TITEG RIVETS CONTACT WITH THE STEEL CI-CF-FP 6 FASTENING PATTERN #6 72 f 15. GENERAL DETAILS DIMENSION IS FROM FEMALE EDGE +/- 1.5" (FP7) SIDE JOINT FASTENING INSTALL RIVET THROUGH GIRT FLANGE AND TWO GIRT CLIPS WITH FOUR INTO MESA WHERE THE SKIN MAKES DOME HEAD BULB-TITE8 RIVETS CONTACT WITH THE STEEL CI-CF-FP 7 FASTENING PATTERN #7 DIMENSION IS FROM FEMALE EDGE +/- 1.5" (FP8) SIDE JOINT FASTENING INSTALL RIVET THROUGH GIRT FLANGE WITH THREE GIRT CLIPS WITH SIX INTO MESA WHERE THE SKIN MAKES DOME HEAD BULB-TITE® RIVETS CONTACT WITH THE STEEL CI-CF-FP 8 FASTENING PATTERN #8 73 15. GENERAL DETAILS (FP9) (FP10) FOUR SELF -TAPPING SCREWS WITH MIN. 20 GA. NEOPRENE BONDED WASHER CI-CF-FP 9 FASTENING PATTERN #9 FIVE SELF -TAPPING SCREWS WITH MIN. 20 GA. NEOPRENE BONDED WASHER CI-CF-FP 10 FASTENING PATTERN #10 74 16. PENETRATIONS - PIPE 16.1 Locate penetration(s) on wall panel and cut hole with 1/2" minimum clearance. (Refer to Chapter 7 for panel cutting instructions). Penetration through field of panel rcnca.auvn as N4311c1 cugc cllcal oalV1. Da r/OI.c. Will% 16.2 For penetrations at panel joints or edges: - plug interior joint above and below opening with butyl sealant (figure 16.2a) - fill exterior reveal above penetration with color matched urethane sealant (not by panel manufacturer) to top of panel (figure 16.2b) figure 16.2b 75 16. PENETRATIONS - PIPE 16.3 Fill gap around penetration(s) with expandable foam. 16.4 Apply urethane sealant around penetration(s). Cut sheet metal trims for lower and upper halves of opening and attach using 1/8" painted stainless steel pop rivets. 16.5 Apply 3/8" minimum bead of color matched urethane sealant arOL 16.6 Repeat steps 16.4 and 16.5 for interior side. 76 F 16. PENETRATIONS - BEAM 16.7 Locate penetration(s) on wall panel and cut hole with 112" minimum clearance. (Refer to Chapter 7 for panel cutting instructions). l figure 16.7a Penetration through middle of panel J,y- —.,.. Penetration at panel edge Penetration at panel joint figure 16.7b 16.8 For penetrations at panel joints or edges: - plug interior joint above and below opening with butyl sealant (figure 16.8a) - fill exterior reveal above penetration with color matched urethane sealant (not by panel manufacturer) to top of panel (figure 16.8b) figure 16.8b 77 16. PENETRATIONS - BEAM figure 16.9a figure 16.9b 16.9 Fill gap around penetrations(s) with expandable foam. figure 16.9c 16.10 Apply urethane sealant around penetration(s). Cut sheet metal trims for lower and upper halves of opening and attach using 1/8" painted stainless steel pop rivets. 16.11 Apply 3/8" minimum bead of color matched urethane sealant around penetration(s). 78 17. EXTRUSIONS CHECK W/METL-SPAN FOR AVAILABILITY: NOT ALL EXTRUSIONS ARE AVAILABLE FOR ALL PANEL THICKNESSES. Base Inside Corner Jamb/Head Soffit Outside Corner Vertical H Joint Stack Joint Sill OPTIONAL WIPER GASKETS AND SPLICE BARS i WIPER GASKET i EXTRUDED ALUMINUM SPLICE BAR 7o 17. EXTRUSIONS Base Soffit ALUMINUM SPLICE BARS ARE USED TO ALIGN THESE EXTRUSIONS AT LAP JOINTS. 11 LAP STRIPS ARE MADE FROM FLAT STOCK, COLOR TO MATCH EXTRUSIONS. Stack Joint el LAP STRIPS ARE USED: 1. FOR IMPROVED APPEARANCE AT SPLICES 2. TO PROTECT AGAINST LEAKS AT SPLICES WARNING: FOR FRAMED OPENING HEAD CONDITIONS WITH SPLICES, SET EACH END OF LAP STRIP IN 2 ROWS OF URETHANE ,SEALANT. DRILL WEEP HOLES IN EXTRUSIONS WITHIN 2" OF SPLICE. 80 17. EXTRUSIONS - LAP STRIPS Base Soffit Inside Corner Outside Corner Stack Joint Sill WARNING: LEAVE 1/8" - 3/16" GAPS AT ENDJOINTS OF EXTRUSIONS TO ALLOW FOR THERMAL EXPANSION. Jamb/Head Vertical H Joint R1 17. EXTRUSIONS - WINDOW ASSEMBLY 17.1 Notch interior and exterior head and sill extrusions as required. 17.2 Attach extrusions to structure with #12 pancake fasteners - see Chapter 15 Installation Details. 17.3 Drill 3/8" weep holes less than or equal to 24" on center. Fri z WARNING: DO NOT INSTALL WINDOW WITHIN EXTRUSION AREA. WINDOW SHOULD BE FLUSH WITH STRUCTURAL LINE. idow mbly 82 18. TOOLS, HARDWARE AND SUPPLIES CUTTING AND BENDING TOOLS 0 s i - y serrated knife Dremel kit circular saw w/carbide tip blade panel saw .f- duckbills power shears nibbler snips seamer/bender FASTENERS, CLIPS panel clip TEK (self -drilling, self -tapping fastener) pancake fastener �� l -------------------------- I e point fastener stitch screw t pop rivets beam clip SEALANTS CA &K butyl tape MISCELLANEOUS �1 caulking gun (electric) power drill hex head socket set � Philips #2, #3 square head bit drive bits level scraper deburring toot ~ tape measure rivet tool rivet tool (electric) uz METL-SPAN 1720 LAKEPOINTE DRIVE, SUITE 101 LEWISVILLE, TX 75057 877.585.9969 INFO@METLSPAN.COM © 2015 METL-SPAN, A DIVISION OF NCI GROUP, INC. ALL RIGHTS RESERVED. f0 in A 11.2015 rIL11 B[JTLE� Butler Manufaacurirtq Letter of Certification Letter of Certification Contact: Project: Family Fun Center Name: Steelcraft Construction Builder PO #: 64597 Address: P.O. Box 751 Jobsite: 7300 Fun Center Way City, State: Woodinville, Washington 98072 City, State: Tukwila, Washington Country: United States County, Country: King, United This is to certify that the above referenced project has been designed in accordance with the applicable portions of the All loading and building design criteria shown below have been specified by contract and applied in accordance with i Overall Building Description Date: 7/ 17/2015 Time:10:21 AM Page: 1 of 1 REVhEV1fI D FOR CODE COMPLIANCE OCT 0 2 2015 ding Code specified below. uilding code. Shape BowlingLanes Overall Width 1011510 I Overall Length 121nlo I Floor Area (sq. ft.) 12313 Wall Area (sq. ft.) 10613 Roof Area (sq. ft.) 12323 Max. Eave Height 23/6/0 Min. EavW75 Height 2 23/6/0 QU:1 -c:5i Yo . ,_—.1 Loads and Codes - Shape: Bowling Lanes City: Tukwila County: King State: Washington Country: United States Building Code: 2012 International Building Code Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 10AISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):4.00 psf - USR Wind Load Wind Speed: 110.00 (95.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.935) Parts Wind Exposure Factor: 0.935 Wind Enclosure: Enclosed Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 19/0/0 Parts / Portions Zone Strip Width: 9/6/0 Basic Wind Pressure: 24.62 psf Snow Load Ground Snow Load: 25.00 psf Flat Roof Snow: 17.50 psf Design Snow (Sloped): 17.50 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in i " 00 C L Obstruct en1 f : "' Obstrude j o S'• ry u K W I L A JUL 2 8 2015 Seismic Load Mapped Spectral Response - Ss:156.00 %g Mapped Spectral Response - S1:54.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.3514 Bracing Fundamental Period: 0.2143 Framing R-Factor: 3.5000 Bracing R-Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1. 3000 Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.2857 x W Brace Seismic Factor (Cs): 0.3077 x W Design Spectral Response - Shc: 0.5400 Design Spectral Response - Sds: 1.0000 13ERMIT CENTER Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by Butler Manufacturing, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or a�.kePhJldt"1&g Wpstruction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance the d§:fftraet,doV. cr±m�nts a tcate _ri letter. _ y/ m� " v' �`G �i Date: Engineer's Seal :y1 tTt, Engineer in s onsible charge " 'C,. 4 File: 15-009523-02 Version: 20 5`t:°- Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �WENGINEESTRUCTURAL RS Engineers Northwest Inc., P.S. !� SkP G 9 Z01a REID MIDMHO FAMILY FUN CENTER Tukwila, WA SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR BOWLING BUILDING ADDITION 2ND FLOOR ADDITION TO EXISTING. REAWED FOR CODE COMPLIANCE APPROVED OCT Q 2 2015 City of Tukwila BUILDING DIVISION A`�•�GC,, 25791 �t �ssIGNAL��G 2012 International Building Code September 9, 2015 ENW Project No. 98088004 • 9725 Third Avenue NE . Seattle, WA 98115 . 206.525.7560 . fax 206.522.6698 www.engineersnw.com J Company Engineers Northwest Sept 3, 2015 Designer markn 7:56 PM Job Number : Checked By: V Hot Rolled Steel Design Parameters Envelope Joint Reactions 1 N1 max 0 it, 4 T K 9.832 is 5 Moment I k-tt 0 Ic 4 2 min 0 4 2.881 6 0 4 3 N2 max_ _ _ 0 4 13.988 4 0 4 4 min 0 4 7.269 6 0 4 5 Totals: max 0 4 23.588 4 6 min 0 1 4 1 10.15 6 Load Combination Deslan r).c r;Min AQ1C 1 DL_ vwc nut RUIIM L,oia rormea NUS Wooa Concreto 2 LL S an Yes Yes Yes_ Yes Yes Yes Yes 3 LL Cantilever -- --- Yes Yes Yes TL Yes -Yes g Yes5 TUDL Yes Yes Yes 6 DUTL Y s Yes Yes Yes Member Distributed Loads (BLC 1 : DL) Member Distributed Loads (BLC 2: LL Span) Member Label Direction Start M nitude k/ft d..End Ma nitude k/ ri Start Loca ion ft ° End Location ft° 1 M1 Y 1 -.625 1 -.625 0 0 Member Distributed Loads (BLC 3: LL Cantilever) Hot Rolled Steel Properties I �K_I r rn._n 29000 11154 ivu .3 �nerm %-ira 1-1 .65 tt"3 Yield k iA36 36A572Grade50 29000 11154 3 .65 503 A992 29000 11154 .3 .65 7.49 504 A500 42 29000 ' 11154 .3 .65 425 A500 46 29000 11154 .3 .65 46 Member Primary Data RISA-2D Version 6.0 [C:\RISA-2d\untitled.r2d] Page 3 Company Engineers Northwest Designer markn Job Number: Envelope Member Section Deflections MPmhcr Q- Sept 3, 2015 7:56 PM Checked By:. 1 2 3 4 5 6 7 9 1 11 1 13 14 5 1 17 19 2 M1 - M2 1 2 3 4 5 1 2 3 4 5 max min max m•n max min max in max in max i max min max min max max min 0 0 0 0 0 0 0 0 0 - 0 01= 0 0 0 4 4 4_ 4 4 4 4 4 - 4 4 4 4 4 4 4 q 4 4 On -.091 -.123 -.4 -.081 _ 1 0 0 0 072 .01 .144 .215 .287 4 4 6 6 5 6 5 4 4 4 4 5 6 5 5 5 do R NC N 2826.587 2099.107 52.4 3197.199 735. 79 NC N NC N NC N NC Ic 4 4 6 6 6 4 4 4 4 _. 5 6 5 N NC 6.. 5 - N NC N 5 Envelope Member Section Forces Mnmonfrle-f tl 0 - 4 0 -11.151 4 6 -13.634 6 -5 .248 -7.451 6 - 86 7.4 5' 4 4: 7.4 4 2.4 ` 4.163 4 1. 5 1.85 4 .6 5 463 4 .15 5 0 4 0 4 Hot Rolled Steel Section Sets J _Envelope ASD Steel Code Checks 33 1.10.85 1 H1-2 RISA-2D Version 6.0 [CARISA-2dluntitled.r2d] Page 4 www.hilti.us Company: 7�/, Specifier: +� •d r Q� e i Address: Phone I Fax: E-Mail: Specifier's comments: YC�' 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D. E, or F) Geometry [in.] & Loading (lb, in.lb] N 6 "0 4 1 & -15 Page: Project: Sub -Project I Pos. No. Date: Profis Anchor 2.5.0 7 1 A4"Family Fun Center `�, Interior Frame Anch. 8/27/2015 ' Hex Head ASTM F 1554 GR. 361� haf = 12.000 in. ASTM F 1554 Design method ACI 318-11 / CIP eb = 0.000 in. (no stand-off); t = 0.625 in. Ix x ly x t = 13.000 in. x 12.000 in. x 0.625 in.; (Recommended plate thickness: not calculated) W shape (AISC); (L x W x T x FT) = 12.200 in. x 6.490 in. x 0.230 in. x 0.380 in. cracked concrete, 3000, f,' = 3000 psi; h = 22.000 in. tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar n Tension load: yes (D.3.3.4.3 (d)) L Shear load: yes (D.3.3.5.3 (c)) I Z' o �o O � eYt25 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, F1-9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan F —) www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 14500 0 0 0 2 14500 0 0 0 3 14500 0 0 0 4 14500 0 0 0 max. concrete compressive strain: [%e] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 58000 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Profis Anchor 2.5.0 g Page: 2 Project: Family Fun Center Sub -Project I Pos. No.: Interior Frame Anch. Date: 8/27/2015 y 03 04 Tension x 01 02 Load Naa [Ib] Capacity ¢Nn [Ib] Utilization � = Nua/�Nn Status Steel Strength 14500 26361 56 OK Pullout Strength* 14500 14654 99 OK Concrete Breakout Strength**' N/A N/A N/A N/A Concrete Side -Face Blowout, direction " N/A N/A N/A N/A ' anchor having the highest loading **anchor group (anchors in tension) ' Tension Anchor Reinforcement has been selected! 3.1 Steel Strength N. = n Ase.N fute ACI 318-11 Eq. (D-2) � Nsteel 2 Nua ACI 318-11 Table DA.1.1 Variables n A.,N [in.2] fut. [psi] 1 0.61 58000 Calculations Nee [lb] 35148 Results Nsa [lb] tDsteel Naa [lb] Nu. [Ib] 35148 0.750 26361 14500 3.2 Pullout Strength NpN = Wc,p Np ACI 318-11 Eq. (D-13) Np = 8 Abp ACI 318-11 Eq. (D-14) 0 NPN z NUe ACI 318-11 Table DA.1.1 Variables Wo.p Abm [in .2] 4 f� [psi] 1.000 1.16 1.000 3000 Calculations Np [Ib] 27912 Results Nl n[Ib]�cancreteOsemrnicOnonductile�Ntm [lb] Nua [lb] Nua [lb] 27912 0.700 0.750 1.000 14654 14500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilb AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Profis Anchor g�www.nilti.us Company: Specifier: Page: 3 Address: Project: Family Fun Center Phone I Fax: Sub -Project I Pos. No.: Interior Frame Anch. E-Mail: Date: 8/2712015 4 Shear load Load V a (lb] Capacity 0Va [lb] Utilization p = Vua/�Vn Status Steel Strength' N/A N/A N/A N/A Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength' N/A N/A N/A N/A Concrete edge failure in direction "' N/A N/A N/A N/A ' anchor having the highest loading "anchor group (relevant anchors) Shear Anchor Reinforcement has been selected! 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part 0.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part 0.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by no. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor( c) 20032009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: W shape (AISC); 12.200 x 6.490 x 0.230 x 0.380 in. Hole diameter in the fixture: df = 1.063 in. Plate thickness (input): 0.625 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c-x c.x c' c.y 1 -2.500 -2.500 7.000 14.500 7.500 12.500 2 2.500 -2.500 12.000 9.500 7.500 12.500 3 -2.500 2.500 7.000 14.500 12.500 7.500 4 2.500 2.500 12.000 9.500 12.500 7.500 Profis Anchor 2.5.0 Page: 4 Project: Family Fun Center Sub -Project I Pos. No.: Interior Frame Anch. Date: 8/27/2015 Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 12.000 in. Minimum thickness of the base material: 14.172 in. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us U►'7-v 1, /Y - K Profis Anchor 2.5.0 Company: Page: 1 Specifier: Address: Project: Family Fun Center /� Phone I Fax:„/_te e�',� r Sub -Project I Pos. No.: Date: Grid 1- A, K Anchors / IWI E-Mail: 8/27/2015 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 361 Effective embedment depth: hef = 4.700 in. Material: ASTM F 1554 Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand -oft); t = 0.625 in. Anchor plate: Ix x ly x t = 13.000 in. x 12.000 in. x 0.625 in.; (Recommended plate thickness: not calculated) Profile: W shape (AISC); (L x W x T x FT) = 12.200 in. x 6.490 in. x 0.230 in. x 0.380.in. Base material: cracked concrete, 3000. fc' = 3000 psi; h = 18.000 in. Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] (4) 14� A 167 m-to, Aft ) l `, t k�e 4f2 Zor z 67�P*O)gf4p(,.If11),T 1, Ole Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilt! AG, FL-9494 Schaan Hilti is a registered Trademark of Hilb AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions jib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 8200 8200 0 2 0 8200 8200 0 3 0 8200 8200 0 4 0 8200 8200 0 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load I Ill" I�III® Profis Anchor 2.5.0 Page: 2 Project: Family Fun Center Sub -Project I Pos. No.: Grid 1- A, K Anchors Date: 8/27/2015 Y 03 04 x 01 02 Steel Strength* Load JNAa IN Capacity #Nn [lb]' Utilization pN = Naa/^ Status N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength**' N/A N/A N/A N/A Concrete Side -Face Blowout, direction *` N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) ' Tension Anchor Reinforcement has been selected! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan �Hil i is a registered Trademark of Hilti AG, Schaan tR✓OW!lts54� www.hilti.us Profs Anchor 2.5.0 5 Company: Page: Specifier: 3 Address: Project: Family Fun Center Phone I Fax: Sub -Project I Pos. No.: Grid 1- A, K Anchors I E-Mail: Date: 8/27/2015 4 Shear load Steel Strength' Load Vua [lb] 8200 Capacity fV, [lb] Utilization pv = Vua/+Va Status Steel failure (with lever arm)' N/A 13708 N/A 60 OK Pryout Strength" 32800 34246 N/A 96 N/A OK Concrete edge failure in direction "•' N/A N/A N/A N/A anchor having the highest loading "anchor group (relevant anchors) ' Shear Anchor Reinforcement has been selected! 4.1 Steel Strength V. = n 0.6 Ase,v futa ACI 318-11 Eq. (D-29) 0 Vsteel a Vua ACI 318-11 Table DA.1.1 Variables n ^se,y IIn.2] fut. [psi] 1 0.61 58000 Calculations V. [lb] 21089 Results V_ [lb] rysteel Vsa 1lb1 Vua [Ibl 21089 0.650 13708 8200 4.2 Pryout Strength Vwe - kcc C\ANco/ Wec.N IVed,N Wc,N Wcp,N NI ACI 318-11 Eq. (D-41) Vcp9 Z! Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) 4"co = 9 hef ACI 318-11 Eq. (D-5) 1 _ IVec.N (1 + 2 eN) 51.0 ACI 318-11 Eq. (D-8) \ 3 hef/ C Wed,N = 0.7 10.3 1.a_ndn5hef) s 1.0 ACI 318-11 Eq. (D-10) Wcp.N = MAX(C—`n 1.5haf15 1.0 ` Cac Cac ACI 318-11 Eq. (D-12) Nb = kc 4 'Ffc hef5 ACI 318-11 Eq. (D-6) Variables kcu hef [in] ect N [in.] ec2 N Iin 1 Ca rrnn Iin 1 2 4.700 0.000 0.000 7.000 Wc.N Cac [In.] kc 4 fc (psi] 1.000 24 1.000 3000 Calculations ANc [in.21 ANco [In.2] ect,N 363.86 198.81 1.000 ec2,N 1.000 ed,N 0.998 l cp,N Nb [lb] 1.000 13394 Results Vp� [Ib] concrete �seisnec 48923 0.700 1.000 OL %ctile 1.000 Vcpg [lb] 34246 Vua [lb1 32800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003.2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profs Anchor 2.5.0 Company: r Specifier: Page: 4 Address: Project: Family Fun Center Phone I Fax: Sub -Project I Pos. No.: Grid 1- A, K Anchors E-Mail: Date: 8/27/2015 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The (P factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by no. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hilb AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan m www.hilti.us Company: w Specifier: i Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: W shape (AISC); 12.200 x 6.490 x 0.230 x 0.380 in. Hole diameter in the fixture: df = 1.063 in. Plate thickness (input): 0.625 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c_x c.x c_Y c , 1 2.500 -2.500 7.000 14.500 7.500 12.500 2 2.500 -2.500 12.000 9.500 7.500 12.500 3 -2.500 2.500 7.000 14.500 12.500 7.500 4 2.500 2.500 12.000 9.500 12.500 7.500 Za Profis Anchor 2-5-0 �� Page: 5 Project: Family Fun Center Sub -Project I Pos. No.: Grid 1-A, K Anchors Date: 8/27/2015 Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 4.700 in. Minimum thickness of the base material: 6.872 in. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilb AG, Schaan www.hilti.us L- � Profis Anchor 2 5 0 B16 Company. Page: _ Specifier: Address: �� ,/ 9 i wsv� y ��(Bj�C7e Project 1 Family Fun Center Phone I Fax: Sub -Project I Pos. No.: Grid 642 Anch. Bolts E-Mail: Date: 8/27/2015 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 ly , i Effective embedment depth: haf = 12.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.625 in. Anchor plate: Ix x ly x t = 13.000 in. x 12.000 in. x 0.625 in.; (Recommended plate thickness: not calculated) Profile: W shape (AISC); (L x W x T x FT) = 12.200 in. x 6.490 in. x 0.230 in. x 0.380 in. Base material: cracked concrete, 3000, f�= 3000 psi; h = 22.000 in. Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] 8 Loading [lb, in.lb] (It 4) er p o� g i Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hittf is a registered Trademark of Hilb AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions fib) Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 5025 5250 5250 0 2 5025 5250 5250 0 3 5025 5250 5250 0 4 5025 5250 5250 0 max. concrete compressive strain: [q�] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 20100 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load 1: B 17 I®I®I! Profis Anchor 2.5.0 Page: 2 Project: Family Fun Center Sub -Project I Pos. No.: Grid 642 Anch. Bolts Date: 8/27/2015 y 03 04 Tension x 01 02 Steel Strength' Load Nua [lb] 5025 Capacity n [lb] Utilization pN = Nua/0. Status Pullout Strength* 5025 14529 8240 35 OK Concrete Breakout Strength**' N/A N/A 61 N/A OK Concrete Side -Face Blowout, direction ** N/A N/A N/A anchor having the highest loading **anchor group (anchors in tension) N/A N/A ' Tension Anchor Reinforcement has been selected! 3.1 Steel Strength N. = n Ase,N fta ACI 318-11 Eq. (D-2) m Nsteel 2 Nua ACI 318-11 Table DA.1.1 Variables n k.. fin .21 furs 000[Psi] 1 0.33 58 Calculations Nsa [Ib] 19372 Results Nsa [lb' Steel Nsa [lb] Nua [Ib1 19372 0.750 14529 5025 3.2 Pullout Strength NpN = Ilrc.p Np ACI 318-11 Eq. (D-13) Np = 8 A g fc ACI 318-11 Eq. (D-14) 0 NpN a Nua ACI 318-11 Table D.4.1.1 Variables we p Abs [in.21 >� fc [Psi] 1. LOW 0.65 1.000 3000 Calculations Np [Ib] 15696 Results NPn [lb]concrete �seisnic QnonducCle NPn 101b1 Nua [Ib1 15696 0 700 0.750 1.000 8245025 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Page: 3 Project: Family Fun Center Sub -Project I Pos. No.: Grid 642 Anch. Bolts. C Date: 8/27/2015 Steel Strength' Load Vpa [lb] 5250 Capacity �Vn [lb] Utilization �v = Vpa/ Vn Status Steel failure (with lever arm)* N/A 7555 N/A 70 OK Pryout Strength" 21000 32181 N/A 66 Concrete edge failure in direction '*' N/A N/A N/A OK ' anchor having the highest loading **anchor group (relevant anchors) N/A Shear Anchor Reinforcement has been selected! 4.1 Steel Strength V,a = In 0.6 ASe,v fn,e 0 Vsteel a Vua ACI 318-11 Eq. (D-29) ACI 318-11 Table D.4.1.1 Variables n A.e v [in.2] fora [Psi 1 0.33 58600 Calculations V. [lb] 11623 Results Vse [lb] sYeel $ Vsa [lb] Vua [!b] 11623 0.650 7555 5250 4.2 Pryout Strength V� - kw [\ANco) Wec,N Wed,N Wc,N Wcp,N Nb] ACI 318-11 Eq. (D-41) 0 V� Z V a ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ACI 318-11 Table DA.1.1 AN,° = 9 hef ACI 318-11 Eq. (D-5) 1 Wec,N 1 + 2 eN) 5 1.0 ACI 318-11 Eq. (D-8) 3 het/ Wed,N = 0.7 + 0.3 \ 1 , of ) < 1.0 ACI 318-11 Eq. (D-10) Ww.N = MAX (=n, 1 chef\ <_ 1.0 f ACI 318-11 Eq. (D-12) Nb = kc >. Vfc hefs ACI 318-11 Eq. (D-6) Variables kcp her [in ect N [in.J 2 ec2N Pn 1 ca mn fn ] 6.333 0.000 0.000 7.000 WcN cac [In.] kc 1.000 ?a fc [PSI] 24 1.000 3000 Calculations AN.0 Results --- Vcpe [!b] concreteseismic tpnonductlle Vcpg Pb] Vua Pb] 45972 0 700 1.000 1.000 32181 21000 5 Combined tension and shear loads i QN V Utilization N,V [ 1 J 0.610 0.695 5/3 99R Status OK pNv=RN+[;6e=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilb is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.5.0 Company:. Specifier: Page:4 Project: Address: Family Fun Center Phone I Fax: � Sub -Project I Pos. No.: Grid 642 Anch. Bolts E-Mail: Date: /�/� �/1 8/27/2015 /�r rV V 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by g2e. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 HIM AG, FL-9494 Schaan Hilti is a registered Trademark of HiltiAG, Schaan www.hilti.us Company: i Specifier: i Address: Phone I Fax: E-Mail: 7 Installation data Anchor plate, steel: - Profile: W shape (AISC); 12.200 x 6.490 x 0.230 x 0.380 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.625 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c-x c„ c- c, 1 2.500 -2.500 7.000 14.500 7.500 12.500 2 2.500 -2.500 12.000 9.500 7.500 12.500 3 -2.500 2.500 7.000 14.500 12.500 7.500 4 2.500 2.500 12.000 9.500 12.500 7.500 Profis Anchor 2.5.0}r�, �} Page: 5 Y f� Project: Family Fun Center Sub -Project I Pos. No.: Grid 642 Anch. Bolts Date: 8/27/2015 Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 12.000 in. Minimum thickness of the base material: 14.000 in. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 20032009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilb AG, Schaan 'Envelope . Zones• 2012 Washinaton State Enerav Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Oft 2013 Project Info Project Address 7300 Fun center way DREVEWEDF25RO15 Tukwila, WA 98188 OWi VGMPt4A C Compliance forms do not require a APPROVED password to use. Instructional and calculating cells are OCT 2 2015 Applicant Name: Josh Peterson, Magellan Architects Applicant Address: 8383 158th Ave NE suite 280 Redmond, WA 98052 write -protected. 0 Applicant Phone: 425-885-4300 Project Description ditioni g ❑ New Building 2 Addition ❑ Alteration ❑ C e(,of�A'�± Compliance Path �`c/' OQ Prescriptive O Component Performance I�elef9'Oiftl�ro�M�rit�t Selection required to enable forms. Occupancy Group Q Commercial O Group R - R2 & R3 over 3 stories and all R1 Selection required to enable forms. Vertical Fenestration and Total Vertical Gross Exterior Skylight Area Calculation Fenestration Above Grade % Vertical If complying via the Prescriptive path, (rough opening) divided by Wall Area times 100 equals Fenestration enter values for vertical fenestration, _ X 100 — skylights, gross walls and roof on this ENV -SUM worksheet. If complying via the Component Performance path, enter Gross Exterior these values in the ENV-UA worksheet. Total Skylight divided by Roof Area times 100 equals % Skylight These values auto -fill from ENV-UA and are write -protected on ENV -SUM. - X 100 = t i Vertical } Fenestration Area Fenestration Area ' Compliance Skylight Area Vertical Fenestration O 50% or more of the Floor area is within a daylight zone per C402.3.1.1 Alternates O High Performance Fenestration Ll-factors and SHGC per C402.3.1.3 rl Compliance Method CITY OF T'6KW1 ❑ Skylight area 3% or greater, VT-0.40 or greater Single Story Spaces ❑ Skylight effective aperture 1 % or greater, provide calculation JUL 2 8 2015 Requiring Skylights ❑ Space eligible for exception Requires a minimum of 50% of floor area to be within a skylight daylightPEMPF'C E N T E space types. Refer to C402.3.2 for requirements. ❑ Project has semi -heated spaces as defined per C402.1.4 ❑ Applying wall exception to semi -heated spaces 1. Semi -heated spaces may comply under Prescriptive or Component Performance compliance Semi -Heated Spaces path. 2. Semi -heated spaces shall be documented separately from other conditioned spaces - provide separate compliance forms for each conditioned space type. 3. Envelope elements separating semi -heated from other conditioned spaces shall comply with exterior thermal envelope requirements. ❑ Walk-in Cooler ❑ Walk-in Freezer ❑ Refrigerated Warehouse Cooler ❑ Refrigerated Warehouse Freezer Refrigerated Spaces Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non -refrigerated areas in the ENV -PRESCRIPTIVE form. Refer to C402.5 and C402.6 for requirements. Project includes more than one occupancy type and/or level of space conditioning. Multiple Mixed Occupancy and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning ❑ Commercial ❑ R2 & R3 over 3 stories and all R1 ❑ Refrigerated Space ❑ Fully Conditioned ❑ Semi -Heated ❑ low Energy' ❑ R2 & R3 - 3 stories or less 'Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required. Refer to C101.5.2 for exemption. 0 I AL.. NO 1 • • • • • • MM • 2012 Washington State Enerqv Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all F Revised Oct zol3 Minimum Requirements This table summarizes prescriptive compliance requirements for opaque elements and fenestration. Refer for Prescriptive Compliance to Tables C402.1.2, C402.2 and C402.3 in the 2012 WSEC for important footnotes that apply to these tables. Refer to Section C402 for all applicable requirements that apply for each envelope element type and applicable exceptions. Prescriptive Path Table C402.2 Notes 1,7 Insulation Minimum R-Value Table C402.1.2 Notes 1,2 Assembly Maximum U-factor Occupancy Group All Other Group R All Other Group R Opaque Elements Roofs Insulation Entirely above Deck R-30 c.i. R-38 c.i. U-0.034 U-0.031 Metal Building (with R-3.5 thermal blocks) Note 3 R-25 + R-1 1 Ls R-25 + R-11 Ls U-0.031 U-0.031 Attic and Other R49 R-49 U-0.021 U-0.021 Walls, Above -grade Mass R-9.5 c.i. R-13.3 c.i. U-0.104 Note 6 U-0.078 Metal Building R-13 + R-13 6. R-13 + R-13 c.i. U-0.052 U-0.052 Steel Framed R-13 + R-10c.i. R-19+ R-8.5 c.i. U-0.055 U-0.055 Wood Framed and Other R-21 int R-21 int U-0.054 U-0.054 Below Grade Wall note 4 Same as above grade Same as above grade Floors Mass R-30 c.i. R-30 c.i. U-0.031 U-0.031 Steel Joist R-38 + R-10 c.i. R-38 + R-10 c.i. U-0.029 U-0.029 Wood Framed and Other R-30 R-30 U-0.029 U-0.029 Slab -On -Grade Floors Unheated R-10 for 24 in. (from top of slab) 1-0.54 F-0.54 Heated Note 5 R-10 perimeter & under entire slab F-0.55 F-0.55 Opaque Doors Swinging No R-Value for prescriptive compliance. U-0.37 U-0.37 Roll -up or sliding R4.75 I R-4.75 No U-Value for prescriptive compliance. Table C402.3 - 0-30% of wall area, or 30%-40% per Section C402.3.1.1 DL7_ Section C402.3.1.3 High Performance Fenestration Option - 0-40% of wall area Fenestration Assembly Maximum U-factor Notes 1,2 Vertical Fenestration Nonmetal framing U-0.30 U-0.30 U-0.28 U-0.28 Metal framing (fixed) U-0.38 U-0.38 U-0.34 U-0.34 Metal training (operable) U-0.40 U-0.40 U-0.36 U-0.36 Entrance doors U-0.60 U-0.60 U-0.60 U-0.60 Skylights Skylights U-0.50 U-0.50 U-0.50 U-0.50 Fenestration Assembly Maximum SHGC Factor Vertical Fenestration PF < 0.2: all orientations - S14GC-0.40 0.2 <_ PF < 0.5: north - SHGC-0.44; all other - SHGC-0.48 PF >_ 0.5: north - S14GC-0.48; all other - SHGC-0.64 PF < 0.2: all orientations - SHGC-0.35 0.2 <_ PF < 0.5: north - SHGC-0.385; all other - SHGC-0.42 PF >_ 0.5: north - SI-IGC-0.42; all other - SHGC-0.56 Skylights SHGC-0.35 SHGC-0.35 Refrigerated Spaces Insulation Insulation Minimum R-Value Table C402.5 and C402.6 Assembly Maximum U-factor Freezers - Walk-in and Warehouse Roof/Ceiling R-32 No U-Value for prescriptive compliance Wall R-32 Door R-32 Door - transparent reach -in triple -pane, heat -reflective treated or gas Floor R-28 Coolers - Walk-in and Warehouse Roof / Ceiling R-25 No U-Value for prescriptive compliance Wall R-25 Door R-25 Door - transparent reach -in double -pane, heat -reflective treated & gas fill, or comply with freezer door req. Floor No Requirement zui z wasnington btate tnergy uooe uompuance rorms Tor Lommerciai rwuaings mcivamg mz & mo over a stones ano au rci Project Address 7300 Fun center Way Date 07/27/2015 • Commercial Group R For Building Department Use Occupancy Group O O p Fenestration Area as % gross above -grade wall area Max. Target: 30.0% Skylight Area as % gross roof area Max. Target: 5. 0% Vertical Fenestration Alternates: None Selected on ENV -SUM Prescriptive compliance of envelope assemblies may be accomplished by providing insulation R-values per Table C402.2 or U-factors/F-factors per Tables C-402.1.2 and C-402.3. A single project may comply via R-values for some envelope assemblies and U-factors/F-factors for others. Note compliance method taken for each assembly in spaces provided. Component Provide page/plan # of assembly detail and ID. Y ID: aa) ID: 0 ID: v ID: Roof $ m ID: :E ID: JID. ID: O .— ID: ID: a, ID: -o ID:Walls m_ I D: ID: 3 ID: S) o° ID: Q m ID: a O ID: N m ID: ID: ti ID:Below Grade Walls m o ID: m ID: 6 ID: N ID: m ID: a ID: 0 o ID: a) E ID: m L ID: U-Factor/F-Factor for Alternative R-Value for Prescriptive Compliance Prescriptive Compliance Alternate Cl U-Factor Source Continuous R-Value (Appendix A, Chapter 3 Cavity Ins. Ins. (CI) (Table C402.2 Assembly table, or approved R-Value R-Value Footnote F)' U-Factor calculation method) 25.0 11.0 13.0 13.0 30.0 Perim. Ins. Full Slab Cl R-Value R-Value F-Factor F-Factor Source ID:Slab on Grade 20.0 a) M t ID: rn c ID: n ° ID: = ID: Note 1- Calculations are required. Ratio of cross -sectional area of metal penetration through otherwise continuous insulation shall be 0.04-0.08% Note 2 - Thermal spacer blocking and liner system are required for prescriptive R-Value compliance. Note 3 - Intermediate framing is required for prescriptive R-Value compliance in wood -framed wall assemblies. Note 4 - Proposed non-residential building CMU walls meeting Table C402.1.2 Footnote D requirements can enter the target U-value of 0.104. Note 5 - Refer to Table C402.2, Footnote E for prescriptive R-Value requirement for steel floor joist assemblies. Note 6 - Prescriptive slab -on -grade insulation shall extend from top of slab to minimum length per an approved method as defined in C402.2.6. 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 story R2 and R3 Interior• • Summary LGT-SUM 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 story R2 and R3 Revised June 2013 Project Info Project Address Interior Remodel / 2nd Floor Addition D eI�ft5 gEVEWEty 7300 Fun Center Way F r�COMPU®Vij�CE APMO�VErf7�r� Tukwila, WA 98188 (`( �j 00 0 2 2015 Applicant Name: Josh Peterson, Architect - Magellan Architects Applicant Address: 8383 158th Ave. NE, #280, Redmond, WA 98052 Applicant Phone: (425) 885-4300 Project Description ❑ New Building ❑ Addition ❑ Alteration PlaGiVuddTukwila Lighting Compliance O Lighting Power Density Calculations Q Total Building a ormance Path (If Total Building Performance then only LGT-CHK is required.) Interior Lighting 0 Building Area Method O Space -by -space Method Compliance Option Interior Lighting System Description Relocation of existing light fixtures withing space Briefly describe lighting OR — L 11 system type and features. Additions and Change of Space Use (C101.4.3 & C101.4.4) ❑ Addition area or Change of Space Use area complies with all applicable provisions as stand alone project a Addition area or Change of Space Use area is combined with existing building lighting systems to demonstrate compliance with all applicable provisions Provide Building Area Method (LTG-INT-BLD) or Space -By -Space Method (LTG-INT-SPACE) Compliance Form. Document maximum allowed and proposed (including existing if applicable) lighting wattage of Addition or Change of Use scope. Provide applicable lighting controls per C405.2 and commissioning of lighting controls per C405.13. Alterations, Renovations and Repairs (C101.4.3.1) ❑ 60% or more of luminaires in space replaced Provide Building Area Method (LTG-INT-BLD) or Space -By -Space Method (LTG-INT-SPACE) Compliance Form. Document maximum allowed and proposed (including existing) lighting wattage of project scope ❑ Less than 60% of luminaires in space replaced Provide Space -by -space Method (LTG-INT-SPACE) Compliance Form. Document existing total wattage in space and proposed (including existing) lighting wattage of project scope ❑ Lamp and/or ballast replacement within existing luminaires only — existing total interior building wattage not increased ❑ New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable manual lighting controls (C405.2.1), occupancy sensors (C405.2.2.2), daylight zone controls (C405.2.2.3), specific application controls (C405.2.3), and commissioning of lighting controls per C405.13 ❑ New or moved lighting panel Provide all applicable lighting controls as noted for New Wiring, automatic time switch controls (C405.2.2.and Rikib1 ' Jirq;lD lighting controls per C405.13. 6� ry OF TL ❑ Space is reconfigured - luminaires unchanged or moved only Provide all applicable lighting controls as noted for New Wiring and commissioning of lighting controls per C405.JUL 2 8 2015 [] No changes are being made to the interior lighting and space use not changed. -1'V 1 " 1 D 19. on I 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 2012 Washinaton State Enerav Code ComDliance Forms for Commercial. Group R1. and > 3 story R2 and R3 R2 and R3 y Revised June 2013 Project Info Project Address 7300 Fun center way Date 7/27/2015 Tukwila, WA 98188 For Building Department Use #REF! Applicant Name: Josh Peterson, Architect - Magellan Architects Do Not Enter Lighting Here. Use LTG-INT-BLD Location (plan #, room #, or ALL) Space Type* Allowed Watts per ft2 Gross Interior Area in ft2 Wafts Allowed (watts/ft2 x area) 1st flloor Gymnasium/fitness center: Playing area 1.20 3396 4075 2nd floor Gymnasium/fitness center: Playing area 1.20 3396 4075 2nd floor Conference/meeting/multipurpose 1.23 3557 4375 Atrium** Enter Height: Retail Display Allowance from LGT-INT-DISPLAY ` Select Table C405.5.2(2) category from drop down menu. For atriums, indicate height.Allowed wattage for first 40 feet is 0.03 W/ft. ht., above 40 feet is 0.02 Mt. ht. Do Not Enter Lighting Here. Use LTG -I Area Allowed Watts Total 10349 12526 Location (plan #, room #, or ALL) Fixture Description (Include exempt equipment per Note 3) Number of Fixtures Watts/ Fixture Watts Proposed Retail Display Lighting from LGT-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section C405.5.1. For line voltage track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3. List all fixtures. For lighting equipment eligible for exemption per C405.5.1, note exception number and leave Watts/Fixture blank. 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 story R2 and R3 Interior• • • - Space -by -Space LTG-INT-DIS' 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 story R2 and R3 Revised June 2013 Project Info Project Address 7300 Fun center Way Date 7/27/2015 Tukwila, WA 98188 For Building Department Use #REF! Applicant Name: Josh Peterson, Architect - Magellan Architects No Display Allowance for Building Area method. Location (plan #, room #, or ALL) Space Type' Allowed Watts per ftz Gross Interior Area in ftz Watts owe (watts/fe x area) Only areas within retail sales areas that contain separately controlled display light Area Area Watts maybe entered per Table C405.5.2(2) footnoteA. Total " From Table C405.5.2(2) footnote A. Display Allowance 0 No display allowance for Building Area Notes: 1. For proposed Display Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section C405.5.1. For line voltage track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3. List all display fixtures. 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 story R2 and R3 R2 and R3 ` Revised June 2013 Project Info Project Address 7300 Fun Center way Date 7/27/2015 Tukwila, WA 98188 For Building Department Use #REF! Applicant Name: Josh Peterson, Architect - Magellan Architects Maximum Allowed Lighting Wattage Building Area Location (plan #, room #, or ALL) Area Description owe Watts per ftz * ross interior Area in ft2 Watts Allowed (watts/ft2 x area) Gymnasium 1st floor Area under new 2nd floor 0.95 3396 3226 Gymnasium 2nd floor new 2nd floor area - gaming 0.95 3396 3226 Dining: Bar lounge/leisure 2nd floor Multi -purpose room 0.99 3557 3521 * Lighting Power Allowances per Table C405.5.2(1) Total 10349 Proposed Lighting Wattage Areas with low LPD's. Check that all proposed fixtures are entered: Gymnasium, Gymnasium, Dining: Bar loungelleisure Building Area Location (plan #, room #, or ALL) Fixture Description (Include exempt equipment per Note 5) Number of Fixtures Watts/ Fixture Watts Proposed Gymnasium 1st floor Can Light 46 28 1288 Gymnasium 2nd floor Can Light 19 28 532 Dining: Bar lounge/leisure 2nd floor Can Light 10 28 280 Dining: Bar lounge/leisure 2nd floor Metal Halide Fixture 2 400 800 Notes: 1. Proposed Wattage for each Building Area type shall not exceed the Allowed Wattage for that Building Type. Trading wattage between Building Area types is not allowed under the Building Area Method compliance path. 2. Proposed fixtures must be listed in the building area in which they occur. Include ALL fixtures. 3. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 4. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section C405.5.1. For line voltage track lighting, list the greater of actual /uminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 5. For lighting equipment eligible for exemption per C405.5.1, note exception number and leave Watts/Fixture blank. Geotechnical Engineering Services Proposed Route 66 Addition and Interior Alterations Project Family Fun Center 7300 Fun Center Way Tukwila, Washington for Family Fun Center and Bullwinkle's Restaurant April 21, 2015 GMENGINEERS� 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 Geotechnical Engineering Services Proposed Route 66 Addition and Interior Alterations Project Family Fun Center 7300 Fun Center Way Tukwila, Washington File No. 5925-008-00 April 21, 2015 Prepared for: Family Fun Center and Bullwinkle's Restaurant c/o Magellan Architects 8383 158th Avenue NE, Suite 280 Redmond, Washington 98052 Attention: Josh Peterson Prepared by: GeoEngineers, Inc. 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 244 C/'� ZL.J"-- Herbert R. Pschunder, PE Senior Geotechnical Engineer Debra C. Overbay, PE Associate HRP:DCO:nld:cam cc: Scott Huish, Family Fun Center and Bullwinkle's Restaurant (one copy by email) Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. GWENGINEER� ITable of Contents INTRODUCTION.......................................................................................................................................................1 ' PROJECTDESCRIPTION.........................................................................................................................................1 PURPOSEAND SCOPE...........................................................................................................................................2 SITEHISTORY.........................................................................................................................................................3 PREVIOUSEXPLORATIONS....................................................................................................................................3 ' PREVIOUS CONSTRUCTION ACTIVITIES AND OBSERVATION..............................................................................4 SITECONDITIONS................................................................................................................................................... 4 SurfaceConditions—.—. ....... * ...... * ....... .......... * ... * ..... * .... " —* .................. 4 SubsurfaceConditions...................................................................................................................................... 5 Generals Stockpile Fill and Existing Building Pad Fill...............................................................................................5 OlderFill.................................:.....................................................................................................................5 AlluvialDeposits..........................................................................................................................................6 GroundwaterConditions.............................................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS..........................................................................................................6 General............................................................................................................................................................... 6 SitePreparation................................................................................................................................................. 7 Earthwork........................................................................................................................................................... 8 General Excavation and Cut and Fill Slopes..............................................................................................8 FootingExcavation...................................................................................................................................... 9 FillMaterial Criteria.....................................................................................................................................9 Fill Placement and Compaction Criteria..................................................................................................10 SettlementConsiderations..............................................................................................................................10 FoundationSupport.........................................................................................................................................11 Foundationsfor Addition..........................................................................................................................11 Foundations for Modifications in Existing Building.................................................................................11 FloorSlab Support...........................................................................................................................................11 LateralLoad Resistance..................................................................................................................................12 RetainingWalls................................................................................................................................................12 UndergroundUtilities.......................................................................................................................................13 Pavements........................................................................................................................................................13 Reuseof Existing Pavement Areas..........................................................................................................13 Subgrade Preparation for New Pavement Areas....................................................................................13 NewHot Mix Asphalt Pavement...............................................................................................................13 Drainage...........................................................................................................................................................14 EarthquakeEngineering..................................................................................................................................14 2012 IBC Seismic Design Information....................................................................................................14 SeismicHazards........................................................................................................................................15 OtherConsiderations.......................................................................................................................................17 MethaneGas Potential.............................................................................................................................17 SoilCorrosivity...........................................................................................................................................17 LIMITATIONS.........................................................................................................................................................17 GWENGINEER� April 21, 2015 1 Page i File No. 5925-008-00 Table of Contents (continued) LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan APPENDICES Appendix A. Previous Explorations Appendix B. Report Limitations and Guidelines for Use GWENGINEERS� April 21, 2015 i Page H Rle No. 5925-008-00 INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Route 66 Addition to be located on the north side of the existing Family Fun Center building at 7300 Fun Center Way in Tukwila, Washington. The project will also include alterations to the interior of the existing building. The project site is shown on the Vicinity Map, Figure 1. The proposed addition will be located as shown on the Site Plan, Figure 2. GeoEngineers, Inc. (GeoEngineers) completed geotechnical engineering services for design of the existing building and adjacent site developments. Those services are summarized in our reports dated June 30, 1997 and November 4, 1998. As part of the previous services, we completed one boring and several test pits in the vicinity of the existing building and reviewed the logs of explorations completed by others prior to and during 1997. We also completed construction observation services during initial site grading and construction of the existing building in 1998 and 1999. GeoEngineers also provided design phase services for riverbank stabilization of a segment of the Green River bordering the north side of the Family Fun Center property. Those services were summarized in a series of reports prepared in 1997 and 1998. The riverbank stabilization measures were constructed in late 1998 and early 1999. GeoEngineers provided construction observation of the stabilization measures, which included creation of a habitat pond that is connected to the river and which extends into the northeastern portion of the property. In addition, GeoEngineers provided environmental services in 1997 and 1998 that included additional explorations, environmental sampling and testing, interaction with the Washington State Department of Ecology and the City of Tukwila, and observation during remediation of contaminated soils in the vicinity. Our previous environmental services are summarized in a series of reports prepared from 1997 through 2002. PROJECT DESCRIPTION The existing building is a two-story pre -fabricated metal structure with stucco and metal panel siding. The adjacent exterior areas are level sidewalk and pavement areas. The area of the proposed addition is occupied by outdoor amusement features. A fire lane surfaced with paving stones and concrete separates the existing building from the amusement area. The -new addition will be approximately 12,386 square feet and will include construction of a bowling alley. It will be of similar construction as the existing building. The planned floor grade for the concession and restroom areas in the southern portion of the addition will be at the same grade as the existing building floor (Elevation 29 feet; elevations in this report refer to NGVD 1929 datum), while the bowling lanes portion of the building will be depressed about 3 feet relative to the concession area and surrounding grades. Column and floor loads for the addition are not yet known, although we expect them to be similar for structures of this type (less than about 120 kips). Minor alterations and replacement of existing sidewalks and paved areas will be made around the addition. GWENGINEER� Apol21,2015 1 Page 1 File No. 5925-008-00 Alterations within the existing building will include a 1,646-square-foot expansion of the second level for expanded banquetand partyareas, and relocation of existing attractions overthe main entry of the building. Alterations on the first floor will be limited to structural support of the second floor area expansion. PURPOSE AND SCOPE The purpose of our services is to review and evaluate available subsurface information, topographic data, ' and previous reports as a basis for developing geotechnical recommendations and design criteria for the addition and for foundation support of the alterations to the existing building. Our specific scope of services included the following tasks: 1. Review existing geotechnical and environmental information in our files for the vicinity of the addition and the existing building. We also reviewed our files for information on construction of the existing building, including grading, preloading and foundation installation. 2. Confirm or modify the geotechnical recommendations we provided in our previous geotechnical reports, including: ■ Evaluation of geologic hazards including site seismicity and the potential for liquefaction -induced settlement and lateral spreading. This included comment on seismic design criteria based on the 2012 International Building Code (IBC) and appropriate mitigation measures for liquefaction and lateral spreading. ■ Evaluation of existing fill soils, depth to bearing soils and groundwater conditions, and their potential impacts on design and construction. ■ Recommendations for site preparation and earthwork, including demolition of existing structures and pavement, stripping, excavation, removal of unsuitable soils from below foundations, temporary cut and fill slopes, subgrade preparation, suitability of on -site soils for reuse as structural fill, import fill criteria, fill placement and compaction, and wet weather considerations. ■ Estimates for the time rate and magnitude of settlement that will result from consolidation of fine grained compressible strata in response to placement of addition foundation and floor slab loads. ■ Consideration of past preloading history of the site. ■ Recommendations for shallow foundation support including allowable soil bearing pressures, coefficient of friction and passive soil pressures for resisting lateral loads, settlement estimates, minimum width and embedment depth, and settlement estimates. ■ Recommendations for slab -on -grade floor slab support, including a design subgrade modulus and subgrade preparation criteria, vapor retarder, and capillary break materials. ■ Comment on the potential presence of potentially expansive, deleterious, chemically active or corrosive materials, including the presence of methane gas and recommendations for mitigation, as appropriate. ■ Recommendations for design of concrete retaining walls, including backfill and drainage requirements, lateral soil pressures and lateral resistance values. GMENGINEERS� ApH121, 2015 I Page 2 File No. 5925-008-00 • Recommendations for utility trench excavation, dewatering and backfilling. ■ Recommendations for surface and subsurface drainage, as appropriate. 3. Meet with you and other project team members to summarize our review of subsurface conditions and discuss site development and foundation support options. 4. Summarize our review of subsurface conditions and our conclusions and recommendations in a report. 5. Provide post -report consultation during the final design and permitting phases, including interaction with the design team as the design develops, review of final plans and specifications, preparation of a letter summarizing our plan review, and response to review comments from the City of Tukwila. Our scope does not include environmental services or construction observation services. SITE HISTORY Prior to 1997, the property that includes the project site was formerly occupied by a farm, milk processing plant, plant nursery, residences, auto repair shop and topsoil storage facility. The property has a complex grading history that dates back to the early 1900s. A large soil stockpile formerly existed in the planned addition area and the area that is now the eastern part of the existing Family Fun Center building. The soil in the stockpile was reportedly from a former topsoil mixing operation and was apparently placed over a period of approximately 20 to 30 years. A topographic site plan (date unknown) indicates that the top of stockpile within the planned building addition area was as high as Elevation 46 feet, and was generally at Elevation 35 to 40 feet. One exception is a small area near the northwest corner of the addition which was lower and possibly close to the existing grade (Elevation 29 feet). Site grades adjacent to the west side of the stockpile formerly ranged from about Elevation 20 to 26 feet (outside the proposed addition area). PREVIOUS EXPLORATIONS Several explorations were completed in the vicinity of the existing building and the planned addition area prior to and during 1997. These included borings and test pits by Applied Geotechnology and Geotech Consultants in 1989 and 1997, respectively, and a boring and test pits by GeoEngineers in 1997. Several of these explorations were completed on the surface of the stockpile and apparently did not extend to the bottom of the stockpile. Figure 2 shows the approximate locations of selected explorations in the vicinity of the project site that extended beneath the stockpile based on our evaluation. These explorations include Applied Geotechnology boring AB-4 (completed in 1989), Geotech Consultants boring GCB-18 (1997), and GeoEngineers boring GB-1 and test pits GT-7 and GT-10 (1997). The exploration logs are included in Appendix A. Results of geotechnical laboratory tests we completed in 1997 are also provided in Appendix A. These tests included moisture content, dry density and consolidation tests. Moisture content and dry density tests are presented on the boring and test pit logs. Tabulated moisture content data and consolidation test results are also included in Appendix A. GWENGINEER� April21,2015 I Page File No. 5925-008-00 GeoEngineers completed Phase I and Phase II Environmental Site Assessment (ESA) services during 1997 and 1998. Additional explorations specific to evaluating potential contamination were completed in the site vicinity, including two direct push borings (SP-7 and SP-19) that apparently extended below the base of the stockpile and test pit TP-2. These exploration logs are also included in Appendix A. PREVIOUS CONSTRUCTION ACTIVITIES AND OBSERVATION GeoEngineers provided construction observation services during grading and construction of the existing buildingfrom August 1997 to July 1999. We reviewed letters and field reports summarizing our consultation and site visits related to earthwork and building foundation installation activities. During the early stages of grading, concrete debris extending down to at least Elevation 20 feet was encountered in the northeast portion of the existing building pad. As a result of a project team meeting summarized in our August 27, 1998 letter, the owner elected to leave debris in place below about Elevation 23 feet. A localized area of concentrated concrete debris was subsequently removed down to Elevation 17 feet. Fill soils from the stockpile were subsequently used to raise grades in portions of the existing building area. Settlement monitoring plates were placed within the building area and structural fill for the building was placed up to floor slab subgrade level. Based on our observations and testing, the structural fill was compacted to at least 95 percent of the maximum dry density (MDD) obtained using the ASTM D 1557 test method. Following construction of the existing building pad, several feet of preload fill was placed within the footprint area. Based on our review of the construction drawings and our field reports, the preload fill did not extend into the future addition area. The preload fill was left in place for approximately three weeks to allow for sufficient settlement to occur and subsequently moved to other areas on the property. Installation of building foundations supported on the structural fill pad was completed later in 1998. Stockpile soils were removed from the area where the future addition will be located and reused elsewhere on the property. The lower portion of the stockpile soils may still be present in the addition area. No other significant grading work apparently took place in this area during 1997 to 1998, other than finish grading for a golf driving range that preceded the amusement features. SITE CONDITIONS Surface Conditlons The existing building and planned addition area are located within the eastern portion of an 8.1-acre parcel (Parcel 3) initially developed as described above in 1997 and 1998. Access to the project site is from parking lots and driveways along the south and east sides of the existing building. The Green River is approximately 200 feet north of the site. The existing building is a two-story pre -fabricated metal structure with stucco and metal panel siding and a finished floor grade of Elevation 29 feet. The adjacent exterior areas are level sidewalk and pavement areas. The area of the proposed addition is occupied by outdoor amusement features with connecting GMENGINEER� April21, 2015 1 Page 4 File No. 5925-008-00 Iconcrete walkways. This area is at approximately the same grade as the building floor. A fire lane surfaced with paving stones and concrete separates the existing building from the amusement area. A storm drain line crosses the northeast corner of the addition area. ft Subsurface Conditions General The site is located within the alluvial valley of the Green River. It is likely that several meander channels existed in the site vicinity prior to initial filling in the early 1900s. As a result of the meander channels and subsequent filling, subsurface conditions vary both horizontally and vertically throughout the site vicinity. Based on our review of the previous exploration logs and information obtained during grading and foundation installation for the existing building, the addition site is generally underlain by variable fill soils overlying alluvial silt and sand deposits. These soil units are described in more detail below. Stockpile Fill and Existing Building Pad Fill The majority of the stockpile soils that existed prior to 1997 were removed and placed as fill in the existing building area, in other areas of the Family Fun Center property, and in adjacent parcels that were also developed. It is possible that soils from the lower portion of the stockpile remain within the addition area. The stockpile soils generally consist of silty sand, silty gravel and silt with variable amounts of sand and gravel. Portions of the stockpile material contain organic matter and debris. The debris includes wood, concrete, brick, metal, wire and other items. These items were largely removed from the portion of the stockpile used as structural fill below the existing building and in other developed areas. As noted above, the structural fill placed beneath the building was compacted to at least 95 percent of MDD obtained using the ASTM D 1557 test method. The amount and concentration of debris in the lower portion of the stockpile that may remain in the addition area is unknown. The fire lane that extends along the north side of the existing building is underlain by several inches of recycled concrete fill over 6 to 10 inches of imported sand with gravel fill. The sand with gravel fill is underlain by a woven geotextile. Older Fill Older fill soils placed in the early to mid-1900s underlie the stockpile areas and the majority of the Family Fun Center property. Based on the previous explorations, the older fill extends to depths ranging from about 6 to 20 feet below pre-1997 site grades, corresponding to about Elevation 13 to Elevation 16 feet. The older fill generally consists of sand, sand with silt, and silt with varying amounts of sand. Debris was also encountered in portions of the older fill, both in the explorations and also during grading for the existing building. The debris includes wood, concrete, brick and railroad ties. Some slag was also encountered near the surface in the previous explorations and was apparently removed during remedial activities in 1997. In general, the older fill is typically in a loose condition. GWENGINEER� Apol21,2015 i' Page File No. 5925-008-00 Alluvial Deposits Alluvial deposits underlie the older fill. The alluvial deposits consist of soft, compressible silt and loose sand to a depth corresponding to about Elevation -9 feet. Dense sand (possibly weathered sandstone of the Tukwila Formation) underlies the silt and extends to the bottom of the deepest boring, GB-1, at 49 feet. ' Groundwater Conditions Groundwater seepage was observed in borings GB-1 and SP-19 during drilling and in test pit GT-10 at ' depths ranging from 7 to 23 feet below the former ground surface level. These depths correspond to about Elevation 6 to Elevation 14 feet. Zones of perched groundwater seepage were encountered at depths of 2 feet in boring GB-1, 21 feet in boring AB-4, and 1 foot in test pit TP-2 during the time it was open. Groundwater indications during field explorations are often inaccurate because of the influence of the drilling or exploration techniques, and the limited amount of time the explorations are left open. We expect that the groundwater level will rise by a few feet during the normally wet months of the year (Octoberthrough May). The groundwater level will fluctuate on a seasonal basis in response to precipitation, the level of the surface water in the habitat pond north of the addition area, and the level of the nearby Green River. CONCLUSIONS AND RECOMMENDATIONS General Based on our review of previous explorations and construction information, laboratory testing, analyses and our experience on the existing development at this site, we conclude that the proposed addition can be satisfactorily supported on conventional spread foundations. These foundations should be supported on properly compacted structural fill. The foundations already in place for the existing building can be used to support the interior modifications. A summary of the primary geotechnical considerations for the addition is provided below. This summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. o The subsurface conditions underlying the addition area include several feet of loose fill overlying loose sand and soft silt alluvial deposits. o Some excavation of the existing loose fill will be needed to establish the floor grade for the depressed portion of the addition. Excavation of existing fill soils and replacement with structural fill will be needed at footing locations. We recommend all footings be founded on a minimum of 2 feet of structural fill. a Concrete and other types of debris were encountered in previous explorations in the vicinity and also during earthwork within the existing building area. It is likely that a portion of this debris will remain below the required grading and structural fill placement for foundation support of the addition. There is a possibility for some long-term differential settlement to occur where the debris remains in place. o The soil stockpile that previously covered most, if not all, of the addition area for many years has performed as a preload and caused consolidation of the underlying soft silt soils. In addition, the proposed finished floor of the bowling alley is expected to be approximately 3 feet below existing site grade. As a result, we conclude that a preload program for the addition area is not required and GWENGINEERS� April 21, 2015 I Page 6 File No. 5925-008-00 post -construction foundation settlements of shallow foundations and the addition floor area are expected to be within tolerable limits. o The addition is underlain by potentially liquefiable sand that will settle and spread laterally during a moderate to large earthquake. To mitigate a portion of the impacts of settlement and lateral spreading on the addition, the structure may be supported on spread footings that are structurally connected. Alternatively, the structure may be supported on improved ground or on piles. E3 The existing fill and near -surface native soils contain a significant percentage of fines and are moisture -sensitive. These soils are easily disturbed when wet. During wet weather, these soils will be difficult to grade and compact. Accordingly, we recommend that site preparation, earthwork and foundation installation activities be completed in the generally drier late summer to early fall months in order to reduce difficulties and costs associated with these activities. Also, it will be advantageous to preserve the existing pavement around the addition area as a working surface for as long as possible during addition construction, particularly during wet weather conditions. o Imported material will likely be needed for use as structural fill in the addition area during periods of wet weather. We recommend that import fill required during wet weather consist of Gravel Borrow per Section 9-03.14(1) of the 2014 Washington State Department of Transportation (WSDOT) Standard Specifications for Road Bridge and Municipal Construction, with the additional restriction that the fines content be limited to no more than 5 percent. Site Preparation The surficial soils at the site consist mostly of moisture -sensitive silty sand and silt soils with a significant percentage of fines (particles passing the U.S. No. 200 sieve). It will be difficult to operate equipment on these soils during wet weather. It will also be difficult to compact them if allowed to become too wet. We recommend that site preparation and earthwork be planned for the normally dry season of the year when earthwork would generally require less effort and be less expensive. We suggest a contingency be included in the project schedule and budget to account for increased earthwork difficulties if construction is to take place during the wet seasons of the year. Existing pavement around the addition area should be left in place and used as a working surface, if practical. If the existing pavement is not damaged during construction, it may be possible to reuse it on a permanent basis if finished grades allow, or it could be incorporated in new pavement areas by placing an overlay. The Pavements section of this report describes reuse of the existing pavement in more detail. The existing amusement facilities within the addition area will need to be demolished. We recommend that the foundation systems, utilities, sidewalks and other improvements associated with the demolished structures be removed from within the addition area and new exterior sidewalk and pavement areas. In particular, the existing storm drain line that crosses under the northeast corner of the addition area should be removed. Any depressions created by the removal of these facilities should be cleaned of loose material and filled with structural fill compacted as recommended in a subsequent section of this report. Existing vegetation and landscaping materials should also be cleared from the addition area. The cleared material should be removed from the site. Alternatively, it could be chipped, stockpiled and reused in new landscaping areas. GEOENGINEERS� April 21, 2015 1 Page 7 File No. 5925-008-00 Some additional stripping might be required to remove landscaping topsoil in the addition area. In general we expect that stripping depths will range from 6 to 12 inches. Greater stripping depths may be required to remove localized zones of soft or organic soils. Actual stripping depths should be determined based on field observations during construction. Care must be taken to reduce the potential for softening of subgrade soils during stripping and excavation activities. Areas of exposed subgrade that become disturbed should be compacted to a firm, non -yielding condition, if practical, prior to placing any structural fill needed to achieve design grades. If this is not practical, the disturbed material must be excavated and replaced with structural fill. We recommend that the subgrade in the addition and new pavement and sidewalk areas, if applicable, be thoroughly proofrolled with heavily loaded rubber -tired equipment if site preparation is done during extended dry weather. The proofrolling should immediately follow stripping, where required. Soft, loose or otherwise unsuitable areas revealed during proofrolling should be excavated down to firm soil or to 2 feet, whichever is less, and replaced with structural fill. We recommend that the proof rolling be observed by a representative of our firm. If site preparation must be done during wet weather, the exposed subgrade should not be proofrolled because this could damage the subgrade. In wet weather, construction traffic should be kept off the exposed surface. The subgrade should be evaluated through hand probing by a representative from our firm who will evaluate whether there are zones of soft soils that need to be removed and replaced. These soft soils should be excavated to the depth recommended by our representative. In order to reduce the amount of mud that may be transported onto public roads by construction equipment, we recommend that a pad of quarry spalls be constructed at the entrance to the addition area. The quarry spalls should be in the range of 4 to 8 inches in size, and should be placed in a layer at least 12 inches thick. The quarry spall pad should be at least 15 feet wide. We recommend that it extend at least 100 feet into the site from the edge of the existing parking area. Earthwork General Excavation and Cut and Fill Slopes About 4 feet of excavation will be required to construct the depressed portion of the addition within the northern 3/a of the footprint. Also, excavations will be required for new utilities in the vicinity and possibly for construction of retaining walls. We recommend that consideration be given to removing the existing fill and debris from within the addition area and replacing it with compacted structural fill. It may not be practical to remove all the fill, however, and it should be understood that debris may be present in the remaining fill. There is a potential for long-term differential settlement at the ground surface or within the addition area where significant debris remains in place. This may occur in areas of stacked debris as finer particles filter into void spaces during groundwater fluctuations at the site. At a minimum, we recommend removal of exposed debris observed during site grading activities. We recommend that temporary cut slopes (if necessary) in the near surface soils be made no steeper than 11h1-1:1V (horizontal to vertical). Cut slopes may need to be flattened locally where zones of rapid ground water seepage, raveling or caving are encountered. GEOENGINEER� Apol21,2015 i Page File No. 5825-008-00 We recommend that site safety and shoring, if needed, be made the responsibility of the contractor who is present at the site continuously and is able to observe changes in groundwater seepage and soil conditions and monitor the performance of excavations. Shoring and temporary slopes should conform to applicable local, state and federal safety regulations. Temporary cut slopes should be protected with plastic during periods of wet weather to reduce the potential for erosion. We recommend that permanent cut and fill slopes above or not in contact with standing water be inclined no steeper than 2H:1V. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to expose adequately compacted fill. Permanent slopes should be hydroseeded or otherwise protected from erosion. Temporary erosion control measures such as straw, jute or biodegradable mats may be necessary on newly formed slopes until permanent vegetation becomes established. Footing Excavation We recommend that all footings for the addition be supported on a pad of compacted structural fill having a thickness of at least 2 feet. We recommend that the compacted structural fill extend horizontally out from each edge of the footing a distance equal to the depth of the excavation below footing subgrade level. Based on our review of previous explorations, the existing fill extends up to several feet below the existing site grade. Portions of the fill include concrete and other debris, as described in the Site Conditions section of this report. Additional excavation at the footing locations may be required if debris is exposed during footing excavation. The existing fill soils are generally loose, moisture sensitive and susceptible to disturbance. The first lift of new structural fill placed on these soils for footing support should be compacted without vibratory action to reduce the potential for pumping of these soils. The vibratory action of the compactors may also need to be curtailed if pumping of water is evident during compaction of subsequent lifts of fill. Also, it may be appropriate to place a geotextile fabric over the loose subgrade soils. We recommend that a representative of our firm observe the footing excavations before placement of structural fill. Soils found to be excessively loose or compressible should also be excavated and replaced with structural fill to the depth recommended by our representative. Our representative can also recommend the inclusion of a geotextile fabric, as appropriate. Fill Material Criteria Structural fill for support of footings, floor slabs, pavements and sidewalks should be free of organic matter, debris, man-made contaminants and other deleterious materials, with no individual particles larger than 6 inches in greatest dimension. The fill should generally consist of well graded, free draining pit run sand and gravel. As the amount of fines (soil particles passing the No. 200 sieve) increases, soil becomes increasingly more difficult to compact, particularly during wet weather. Generally, soil containing more than about 5 percent fines cannot be properly compacted when the moisture content is more than a few percent above optimum. If grading is done during wet weather, the fines content of structural fill soils should be limited to less than 5 percent by weight of the fraction passingthe 3/4-inch sieve. Structural fill for use during wet weather should GWENGINEER� Apol21,20151 Page File No. 5925-008-00 consist of Gravel Borrow as described in Section 9-03.14(1) of the 2014 WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent. Structural fill may have a somewhat higher fines content provided that it is placed during extended dry weather conditions and the subgrade is not wet. Up to about 20 percent fines is usually acceptable for dry weather earthwork, provided that the fines are well distributed throughout the soils and are not present as lumps or balls, and the soil is within a few percent of the optimum moisture content required for compaction. We should be provided samples of proposed borrow materials for evaluation before earthwork sta rts. The existing fill in the vicinity of the addition area consists of silty sand, sandy silt and silt with varying amounts of gravel. Debris, including concrete, wood brick and railroad ties were also encountered in previous explorations and excavations for construction of the existing Family Fun Center building. The fill contains a significant amount of silt and is moisture sensitive. Reuse of this soil as fill should be considered only during periods of prolonged dry weather. Also, this fill soil should only be placed on relatively dry subgrades. Where debris is encountered during grading or excavation, the debris must be picked out or otherwise separated from the soil prior to use as structural fill. FIII Placement and Compaction Criteria Structural fill should be mechanically compacted to a firm and nonyielding condition. It should generally be placed in horizontal lifts that are 10 inches or less in loose thickness. The initial lift of fill may need to be somewhat thicker in order to reduce the potential for pumping of wet subgrade soils and to provide support for construction traffic in heavily used areas. Each lift should be uniformly compacted as recommended before placing additional lifts of fill. Fill placed beneath the addition floor slab and within 2 feet of finished pavement and sidewalk grades should be compacted to at least 95 percent of the MDD estimated using the ASTM D 1557 test method. Structural fill placed more than 2 feet below the pavement subgrade level should be uniformly compacted to at least 90 percent of the MDD. These criteria also apply to utility trench backfill. The moisture content should be adjusted as necessary to achieve the specified compaction. Fill surfaces should be crowned at all times to prevent ponding of surface water. We recommend that structural fill placement be observed by a representative from our firm to verify that the procedures comply with the intent of our recommendations and the project plans and specifications. Our representative will complete a sufficient number of in -place density tests in the fill as it is being placed to evaluate whether the compaction criteria are being achieved. Settlement Considerations The addition area is underlain by existing site grade fill and native alluvial silt deposits. Ordinarily, these soils are compressible and would result in excessive settlements under the weight of foundation and floor slab loads. However, the addition area has effectively been preloaded by the stockpile that was formerly in place over most, if not all, of the footprint. In addition, excavation for the depressed portion of the addition (which includes the northwest corner area) will remove 3 to 4 feet of the existing fill, which since 1998 has also effectively performed as preload. GMENGINEERS� April 21, 2015 1 Page 10 File No. 5925-008-00 As discussed previously, there is a potential for long-term settlement at the site if significant debris remains below the building or ground surface. This may be mitigated by completing additional exploratory test pits during site grading to evaluate the potential for additional debris, or by removing the old fill. Foundation Support Foundations for Addition As recommended above, spread footings for the addition should bear on a zone of compacted structural fill extending to a depth of at least 2 feet below bottom of footing grade. We recommend that all perimeter and interior footings be founded at least 18 and 12 inches, respectively, below the lowest adjacent finished grade. Isolated column footings should be at least 24 inches wide. Continuous strip footings should be at least 18 inches wide. Individual column footings and continuous footings constructed as recommended may be designed for an allowable soil bearing pressure of 2,500 pounds per square foot (psf). This value applies to the total of all dead plus long-term live loads, excluding the weight of the footings and overlying backfill. This value may be increased by one-third when considering earthquake or wind loads. We estimate that post construction settlements for wall and column foundations will range from about 1/2 to 1 inch, provided that there is at least 2 feet of compacted structural fill below the footings. The structure should be designed to tolerate at least 1/2 inchof differential settlement between adjacent columns. Differential settlements of up to 1/2 inch in 50 feet may be experienced along wall footings. We expect that settlement of the footings will be essentially complete within 2 to 3 weeks after the building loads are applied. As discussed previously, there is a potential for additional long-term settlements at the site if significant debris remains below the site. Loose or disturbed soil not removed from footing excavations prior to pouring concrete will result in increased settlement. We recommend that the condition of footing subgrades be observed by a representative of our firm prior to placing concrete to confirm that the bearing surfaces have been prepared in a manner consistent with our recommendations. If foundation construction is done during wet weather we recommend that the foundation subgrade soils be protected by placing a "mud mat" consisting of lean concrete or a layer of clear crushed rock about 4 inches thick. Foundations for Modifications In Existing Building We understand that the foundations for the existing building were originally designed and constructed to support future loading from a mezzanine level such as is planned for the interior modifications. Those foundations were also designed for an allowable bearing pressure of 2,500 psf. Floor Slab Support Floor slab subgrade areas should be evaluated by proofrolling or probing as recommended under the Site Preparation section of this report. We recommend that on -grade floor slabs be underlain by at least 12 inches of structural fill compacted to at least 95 percent of the MDD obtained using the ASTM D 1557 test method. In addition, we recommend that floor slabs be supported on a gravel layer to provide uniform support and to act as a capillary break. GEOENGINEER� April21, 2015 1 Page I File No. 5925-008-00 The gravel layer should consist of clean crushed gravel with a maximum particle size of 11/2 inches and negligible sand or silt, such as WSDOT 9-03.1(4)C Grading No. 57. The gravel layer should be placed directly over the structural fill. It should be compacted to a firm, nonyielding condition. For slabs designed as a beam on an elastic foundation, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used. If water vapor migration through the slab is undesirable, the gravel (capillary break) layer should be covered with a heavy plastic sheet, such as 10 mil plastic sheeting, to act as a vapor retarder. This will be necessary where slab areas will be surfaced with the or carpet. It may also be prudent to apply a sealer to the slab surface to further retard the migration of moisture up through the slab. The contractor should be made responsible for maintaining the integrity of the vapor retarder during construction. Post construction settlements of floor slabs due to long-term areal loads of about 200 psf should be less than 1/2 inch. Abrupt differential settlements are not expected unless the floor loads are highly variable, or there is significant debris remaining beneath the slab area. Lateral Load Resistance Lateral loads on the addition can be resisted by passive resistance on the sides of footings and other below -grade structural elements and by friction on the base of footings. Base friction on floor slabs can also be used if the interface between the foundations and slabs can adequately transfer the loads. Passive resistance may be estimated using an equivalent fluid density of 300 pounds per cubic foot (pcf), assuming that the footings and below -grade elements are backfilled with structural fill compacted to at least 95 percent of the MDD. Frictional resistance may be estimated using 0.35 for the coefficient of base friction. The above values incorporate a factor of safety of about 1.5. Retaining Walls Retaining walls should be designed for lateral soil pressures based on an equivalent fluid density of 35 pcf, assuming level backfill behind the wall and the ability of the top of the wall to move laterally a distance at least one thousandth the height of the wall. Walls that are restrained from movement during backfilling should be designed for a lateral earth pressure corresponding to an equivalent fluid density of 55 pcf. These values apply to fill placed and compacted as recommended above, with the exception that the fill within a distance of 5 feet horizontally behind the wall should be compacted to 92 percent of the MDD. Care should be taken not to over -compact the backfill against the wall. The recommended fluid density also assumes a free -draining condition behind the wall. This may be achieved by placing a 12- to 18-inch-wide zone of sand and gravel containing less than 3 percent fines against the back of the wall. A 4-inch-diameter, rigid wall perforated drain pipe should be installed at the bottom of the sand and gravel zone along the base of the wall. The drain pipe should be sloped to drain to a suitable discharge. Drainage from roof downspouts should be tightlined separately to suitable discharge points. Values for allowable soil bearing pressure, frictional resistance and passive pressure presented above for shallow foundation support are also applicable to design of retaining walls. GMENGINEER� April 21, 2015 1 Page 12 File No. 5925.008-00 Underground Utilities Underground utility installation should be completed in the normally dry late summer and early fall months when seasonal ground water levels will be lower. Excavations may be more difficult to complete during the wetter months because of saturated near surface soils and the potential for perched groundwater. Dewatering of utility trenches may be required, depending on the depth of the trench. We expect that most dewatering can be done by pumping from sumps. Utility installation should be done in advance of placing pavement subbase fill. Utility trenches should be backfilled in accordance with our recommendations for structural fill placement and compaction provided above. Pavements Reuse of Existing Pavement Areas Depending on finished grades and traffic use for pavement areas surrounding the addition, it may be feasible to use the existing pavement as the finished pavement, particularly in automobile parking areas. In heavy traffic areas, the existing pavement section and condition may not be adequate. In these areas, it may be appropriate to reconstruct the pavement section using the recommendations provided below for new pavements. Alternatively, it may be feasible to provide an overlay on the existing pavement to enhance its performance. The thickness of the overlay needed will depend on the actual traffic data, vehicle loads, and intended use. On a preliminary basis, we recommend that an overlay, if included in the project, consist of at least 2 inches of Y2-inch hot mix asphalt (HMA) concrete (PG 64-22) conforming to WSDOT Sections 5-04 and 9-03. The surface of the existing pavement should be leveled, and existing cracks cleaned and filled with joint sealer material conforming to WSDOT Section 9-04.2(2). A tack coat should be applied to the prepared surface immediately prior to constructing the overlay. Subgrade Preparation for New Pavement Areas We recommend the subgrade soils in new pavement subgrade areas be prepared and evaluated as recommended above under Site Preparation. All new pavement and hardscape areas should be supported on at least 1 foot of compacted structural fill placed below the recommended crushed rock base course and subbase layers. Prior to placing the structural fill, if the exposed subgrade soils are excessively loose or soft, it may be necessary to excavate the soil in localized areas and replace it with structural fill or additional crushed rock base material. Also, it may be appropriate to place a woven geotextile fabric over soft subgrade soils. The necessity and specification for a woven geotextile is best evaluated at the time of construction when the subgrade soil conditions are exposed. New Hot Mix Asphalt Pavement In light -duty pavement areas (e.g., automobile parking), we recommend a new pavement section consisting of at least 2 inches of 1/2-inch HMA (PG 64-22) conforming to WSDOT Sections 5-04 and 9-03, over at least 4 inches of densely compacted crushed rock base course conforming to WSDOT Section 9-03.9(3). We recommend the crushed rock layer be underlain by at least 6 inches of free -draining sand and gravel GWENGINEER� April 21,2015 1 Page13 File No. 5925-008-00 subbase fill conforming to Gravel Borrow as described in WSDOT Specification 9-03.14(1), with the additional restriction that the fines content be limited to no more than 5 percent. For heavy use areas, we recommend increasing the thickness of HMA and crushed rock base course to 3 and 6 inches, respectively. If pavement subgrade preparation work will take place during wet weather, it may be necessary to increase the thickness of subbase fill. Generally, a thickness of at least 12 inches may be needed. Both the base course and subbase fill should be compacted to at least 95 percent of the MDD estimated using ASTM D 1557. We recommend that proofrolling of the subgrade and compacted base course be observed by a representative from our firm prior to paving. Soft or yielding areas observed during proofrolling may require over -excavation and replacement with compacted structural fill, or use of a geotextile fabric. The pavement sections recommended above are based on our experience. Thicker asphalt sections may be needed based on the actual traffic data, vehicle loads, and intended use. All paved and landscaped areas should be graded so surface drainage is directed to appropriate catch basins. Drainage We recommend that the ground surface adjacent to the addition be sloped so that surface runoff flows away from the structure. We recommend that perimeter footings be constructed with subsurface drains. The drains should consist of rigid wall, perforated pipe with a diameter of at least 4 inches surrounded on all sides by at least 6 inches of gravel conforming to Gravel Backfill for Drains, Section 9-9-03.12(4) of the 2014 WSDOT Standard Specifications. We recommend against using flexible tubing for footing drain pipes. A nonwoven geotextile such as Mirafi 140N (or approved equal) should be placed between the drain gravel and the existing soils to prevent fine soil from migrating into the drainage material. Roof and footing drains should be connected via tight lines to the site storm drain system. The roof drain pipes should be kept separate from the footing drain pipes. Earthquake Engineering 20: 2 IBC Seismic Design Information We recommend the use of the following 2012 IBC parameters for soil profile type, short period spectral response acceleration (Ss), 1-second period spectral response acceleration (Si) and seismic coefficients (FA and Fv) for the project site. 2012 IBC Parameter Soil Profile Type Short Period Spectral Response Acceleration, Ss (percent g) 1-Second Period Spectral Response Acceleration, S1(percent g) Seismic Coefficient, FA Seismic Coefficient, Fv Recommended Value E 145 54 0.9 2.4 GMENGINEER� April 21, 2015 I Page 14 rile No. 5925.008.00 Seismic Hazards General The Puget Sound region is a seismically active region. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American tectonic plates. The Juan de Fuca Plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Washington and Oregon. However, only 5 to 20 of these are typically felt because the majority of recorded earthquakes are smaller than magnitude 3. In recent years three large earthquakes occurred which resulted in some liquefaction in loose alluvial and hydraulic fill deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which occurred in 1965, was centered between Seattle and Tacoma. It had a Richter magnitude of 6.5. The most recent large earthquake in the Puget Sound area occurred on February 28, 2001 and had a Richter magnitude of 6.8. The epicenter for this event was located a few miles northeast of Olympia. The event caused some building damage in and around Seattle, Tacoma and Olympia. Potential seismic hazards from earthquakes include ground shaking, surface fault rupture, liquefaction, lateral spreading, and landslides. We evaluated the likelihood of each of these hazards at the site, except for landslides, which are unlikely to occur due to the gentle topography. Liquefaction and lateral spreading hazards at the site are discussed in more detail below. The 2012 IBC recommends that the design earthquake in this region be based on a 2 percent probability of exceedance in 50 years. This corresponds to an earthquake with a peak horizontal ground acceleration of approximately O.6Og, where g is the gravitational constant. Based on our knowledge of regional geology in the vicinity of the site and the substantial thickness of glacial and postglacial sediments beneath the site, we conclude that the potential for surface fault rupture is remote. Liquefaction Liquefaction is a condition where soils experience a rapid loss of internal strength as a result of strong ground shaking. Ground settlement, lateral spreading and sand boils may result from soil liquefaction. Structures supported on liquefied soils could undergo potentially damaging settlements or lateral movement. Conditions favorable for liquefaction include loose to medium dense sand which has a low percentage of silt, and which is below the ground water table. Based on the previous explorations, it appears that the near -surface loose to medium dense granular fill and native soils below the groundwater level have a moderate to high potential for liquefaction during the design earthquake. Ground settlement may be expected if liquefaction occurs. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking and site specific soil conditions. We estimate that the total subsidence resulting from liquefaction of the granular soil units below the addition area could be in the range of 2 to 4 inches. Differential movement may be about one-half of the GMENGINEER� April 21, 2015 ( Page 15 File No. 5925-008-00 total subsidence over the addition area. We estimate that the differential settlement across the addition area may be on the order of 1 to 2 inches. Actual settlement patterns will vary widely due to variations in silt content, thicknesses of loose soil zones and the particular characteristics of the earthquake such as horizontal and vertical accelerations, duration and attenuation behavior. Supporting the building foundations and the floor slab on structural fill will help to mitigate some of the differential settlements due to liquefaction. Also, structurally connecting the individual column footings and continuous footings with grade beams (as was done for the existing building) will further reduce the impacts of liquefaction induced settlements. Other measures to mitigate these settlements include ground improvement and pile support of the addition. Differential ground settlement and horizontal displacement from lateral spreading (see below) will likely occur during strong earthquakes and some damage to the structure and floor slabs should be expected. We recommend that the project structural engineer evaluate the capability of the addition to withstand total collapse and to allow for safe egress and other life safety issues based on the estimated liquefaction -induced settlements and lateral spreading displacements. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soil displace relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soil are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Green River north of the addition site represents a free face condition. Therefore, topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. We evaluated the lateral spreading potential using an empirical model that incorporates seismic, geological, and topographic and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading has been observed. The magnitude of the lateral spreading depends on earthquake magnitude, horizontal ground acceleration, thickness of the liquefied soil zone, grain size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. The results of our evaluation indicate that lateral spreading may occur at the site during an earthquake with a magnitude of 7.5 or greater. We estimate that the total horizontal movement toward the Green River will be on the order of 4 to 6 feet. We estimate that the differential horizontal movement with the addition footprint could be on the order of 1/2 to 1 foot. As with liquefaction induced settlements, mitigation techniques to reduce structural damage to the addition caused by lateral spreading include supportingthe footings and floor slab on zones of compacted structural fill and structurally connecting the individual column footings and continuous footings using grade beams. Supporting the addition on piles or on improved ground would also help reduce the magnitude of horizontal movements caused by lateral spreading. It should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damage and do not preclude damage to the addition or surrounding features resulting from other earthquake characteristics, such as inertial forces from severe ground shaking. GEoENGINEERS April 21, 2015 Page 16 Ale Nu 5925 008-00 IOther Considerations Methane Gas Potential In our June 30, 1997 geotechnical report, we recommended that a methane venting system be provided under the floor slab for the existing Family Fun Center building. Based on methane sampling GeoEngineers conducted in January 1999, which indicated low concentrations of combustible vapors, and follow up discussions with the King County Solid Waste Department and the Washington State Department of Ecology, we concluded that a venting system or vapor barrier was not required beneath the Family Fun Center building. Soil Corrosivity Also in our June 30, 1997 geotechnical report, we concluded that the existing fill soils at the site may be considered mildly to moderately corrosive and that no special treatment is required for concrete. We also recommended that buried, unprotected steel pipes should have a greater wall thickness than is typically used. LIMITATIONS We have prepared this report for the exclusive use by Family Fun Center and Bullwinkle's Restaurant, Magellan Architects and their authorized agents for the design of the proposed Route 66 Addition and Interior Alterations project at 7300 Fun Center Way in Tukwila, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Appendix B titled, "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. GWENGINEERS� April 21, 2015 1 Page 17 File No. 5925-008-00 -1414i1i St ` ss..lth A' ST %' it "'xt1_� 1 W S 1, 9Uh PI7 IX ad IV `S,15sYP1 i cad 4 vL�n r (jat'ta Black Rfver >— - _ Monster Wack River d -Rd-8 Riparian � .� J► �'+; � -Q-akes.d.ale r 1C , A W >ZO o �a Site�r� 4 P pQ V -S 1•S3tcf d r r Tukwila � , �4� �y� �12 KG Park G),\ Qaf�� .ctr E _ Ev-ans .i M� i ��17IIhCLpf+I��MiI f� -So_ut.hreVO — ►i I ! / o ---: MallCO Q o ; ,d , Q `f� N r _ ,_ __-Strider _vcl 0 Seattle 66 $1 L allotes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of 0 this communication. E3. It is unlawful to copy or reproduce all or any part thereof, whether for 'a personal use or resale, without permission. X Data Sources: ESRI Data & Maps, Street Maps 2005 0Transverse Mercator, Zone 10 N North, North American Datum 1983 North arrow oriented to grid north a c If a a �- ro D_ p v -o — ,c R - - m c i Q .M U 1,000 0 1,000 Feet Vicinity Map Route 66 Addition and Interior Alterations Project Tukwila, Washington GEOENGINEER� Figure 1 � A• 7 I/ - I 1 Ij / I iv � w I - XXj �,II 1 iY II I �{ 1 II"i1''I I � II� I i•. l�i, ��'I I I � j I fi l -�II , �1 � I � �� ��� ��8• ���� III � —'� � I ���li. �� I� � I � �u - I •II , - �' X , III I � lf���ll �� i,l i FI o I � r I I I II I �-- '� K _ �❑I�_ _ � �r.v .�9`. �� `� � �'II ..I 1 ` 'ol I 1 I _ 1 I p � � � -� . � ,�� �•I III . I I� Ii'j '1 xm Nc� —JI O / I' p II I I ;:a rn C) (./) cD t�J oo _ O :o NLn ll I i I , ' I nII I II� ao i I I fti I I I I li I I I I I 9<<C I� I � I I I.���� I I I � J_i JJ'-I I I `\� J- L I x✓' I c- - �� all NF-'Z O+ O CD fD 7 (p 7' 3 o 0- CD O S y (D N fcD7 0 a 0 D * m= CID M S• 0 [1 o T N F' APPENDIX A Previous Explorations APPENDIX A PREVIOUS EXPLORATIONS This appendix presents logs of selected borings and test pits for previous studies of the Family Fun Center property in 1989 and 1997 to 1998. The approximate locations of these explorations are shown on the Site Plan, Figure 2. Geotechnical laboratory test data related to these explorations are also included in this appendix. GEOENGINEER April 21, 2015 Page A-1 File No. 5925-008-00 IL61 VNIA WKINU (AS-1 i � Moisture Dry DESCRIPTION Content Density Blow Group Surface Elevation (ft.): 29.0 Lab Tests (%) (pcf) Count Samples Symbol 0 GM Gray to brown silty coarse gravel with sand (dense, moist) (fill) 0 000 S....• XX Slag with fine to coarse sand (fill) GM Brown silty fine to coarse gravel with fine to coarse sand and MD 9 129 50/4" 1... SM occasional wood chips (dense, moist) (fill) Brown silty fine to medium sand with occasional gravel (dense, 5 TXT moist) (fill) ::::: 5 I 34 ML Brown fine sandy silt (soft, moist) (fill) MD 15 83 3 10 10 i SP-SM Brown fine to medium sand with silt (very loose, moist) (fill?) I 2 I 15 15 W ML Brown mottled fine sandy silt (very soft, moist) U. z MD 44 78 2 ■ I _ a p 20 20 I MD 37 83 2 ■ Becomes wet 2 5 25 ML Gray silt with a trace of fine sand (very soft, wet) MD, 44 78 1 CS ! 30 30 i SP Black fine to medium sand (loose, wet) 35 35 I MD 19 105 38 : ' ::: Becomes dense 40 40 Note: See Figure A-2 for explanation of symbols I LOG OF BORING GeoEn `ne.-A ®a® FIGURE A-3 1 GJ1 LH1H bUt INU Ub-1 (Continued) Moisture Dry DESCRIPTION N X ui .a to N co CD to N M O Q. R CD 0 0 0 Lo CD to i i LOG OF TEST PIT DEPTH SOIL BELOW GROUP GROUND FIELD CLASSI- SURFACE SAMPLE- SCREENING FICATION (FEET) NUMBER RESULTS SYMBOL DESCRIPTION TEST 0.0 - 2.5 SM PIT 1 Brown silty fine sand (loose, wet) (fill) 2.5 - 8.0 TP-1-3.0 < 100INS SM Gray silty fine sand with gravel and occasional cobbles (very dense, moist) (fill) TP-1-6.0 < 100/NS TP-1-7.5 < 100/NS SM Gray silty fine sand with occasional chunks of concrete (very dense, moist) (fill) Test pit completed at 8.0 feet on 02/26/98 Slight ground water seepage observed at 3.0 feet 0.0 - 3.5 TP-2-2.0 < 100/MS TEST PIT 2 GW Gray fine to coarse gravel and occasional cobbles (very dense, wet) (fill) 3.5 - 7.0 CA TP-2-5.0 < 100/11S SP-SM Gray fine to coarse sand with silt and gravel (very dense, moist) (fill). Strong natural gas -like odor. 7.0 - 10.5 CA TP-2-8.0 <.100/SS SW Gray fine to coarse sand with gravel and occasional cobbles, wood and concrete debris (dense, wet) (fill) 10.5 - 12.0 TP-2-12 < 100/NS SP-SM Gray fine to coarse sand with silt, gravel and occasional cobbles (very dense; wet) Test pit completed at 12.0 feet on 02/26/98 Rapid ground water seepage observed at 1.0 feet THE DEPTHS OF THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT eld LOG OF TEST PIT Geo �mhn&eers FIGURE A-4 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PTr GT-7 Approximate ground surface elevation: 27.0 feet 0.0 - 2.0 Tree limbs, bricks, wire, concrete blocks, debris and boulders (loose, moist) (fill) 2.0 - 3.0 SM Brown silty fine to medium sand with occasional gravel and abundant fine organic matter (medium dense, moist) (fill) 3.0 - 5.0 ML Gray silt with fine to medium sand, occasional gravel and organic matter (soft, moist) (fill) 5.0 - 8.5 SM Brown silty fine to coarse sand with gravel and concrete debris (medium dense, moist) (fill) Test pit completed at 8.5 feet on 06/17/97 due to refusal on concrete debris No ground water seepage observed No caving observed Disturbed soil samples obtained at 2.0, 3.0, 5.0 and 8.5 feet TEST PIT GT-8 Approximate ground surface elevation: 26.0 feet 0.0 - 2.5 GW-GM Brown fine to coarse gravel with silt and sand (dense, moist) (fill) 2.5 - 3.0 PT Fibrous wood debris (soft, moist) (fill) 3.0 - 3.5 ML-SM Yellow silt with fine sand (hard, moist) (fill) 3.5 - 4.0 SM Brown silty fine to coarse sand (medium dense, moist) (fill) 4.0 - 9.0 ML Brown silt with fine sand (stiff, moist) (fill) 9.0 - 12.0 SP Brown fine sand with a trace of silt (loose, moist) Test pit completed at 12.0 feet on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 3.0 and 4.5 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. -�1�• . LOG OF TEST PIT Geo MINN Engineers FIGURE A-8 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT GT-9 Approximate ground surface elevation: 51.0 feet 0.0 - 0.5 GP Brown coarse gravel (dense, moist) (fill) 0.5 - 3.0 GM Brown silty fine to coarse gravel with fine to coarse sand and occasional roots (dense, moist) (fill) 3,0 - 12.0 SM Black silty fine to medium sand with gravel and abundant organic matter (medium dense, moist) (fill) Becomes wet at 7.0 feet Test pit completed at 12.0 feet on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disturbed soil samples obtained at 2,0 and 7.0 feet TEST PIT GT-10 Approximate ground surface elevation: 24.0 feet 0.0 - 0.5 Wood debris (fill) 0.5 - 1.5 ML Gray silt with fine sand, occasional gravel and fine organic matter (stiff, moist) (fill) 1.5 - 5.0 SM Brown silty fine to coarse sand with gravel (medium dense, moist) (fill) 4-foot-diameter concrete debris and wire encountered at 2.0 to 7.0 feet 5.0 - 6.0 SW-SM Gray fine to coarse sand with silt and occasional gravel (medium dense, moist) (fill) i 6.0 - 9.0 ML Gray silt with fine sand (medium stiff, moist) (fill) 9.0 - 12.0 SM Gray silty fine to medium sand (medium dense, moist) Test pit completed at 12.0 feet on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disturbed soil samples obtained at 2.0, 3.0 and 12.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo�lEngineers LOG OF TEST PIT FIGURE A-9 MOISTURE CONTENT DATA Test Pit Number Depth of Sample (feet) Soil Classification Moisture Content M 2 3.0 ML 20 3 2.0 ML 22 4 2.0 GM 10 4 5.0 SM 20 5 2.0 GM 11 5 4.0 SM 15 5 8.0 ML 22 6 1.0 GM 11 7 8.0 SM 18 9 7.0 SM 17 10 3.0 SM 10 11 1.0 SM 21 12 4.0 SM 23 12 1 6.0 1 ML 44 AMP., . MOISTURE CONTENT DATA Gea wo Engineers FIGURE A-11 W cr Q. J O W z O U ti rn M N cn 0 Of 0 0 cq M 0 0 to a) to 0.00 0.01 0.02 0.03 IT 0.04 0.05 U 0.06 L U .i 0 0.07 0 o 0.08 z 0 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 10 20 50 PRESSURE (Ibs/ftZx 103) CONSOLIDATION TEST RESULTS ineerS FIGURE A-12 G e®E�1 —i- ---►_ E E 7-' I �-�— • € SAMPLE INITIAL INITIAL BORING DEPTH SOIL MOISTURE DRY DENSITY KEY NUMBER (FEET) CLASSIFICATION CONTENT (LBS/FT3) • GB-1 28 Gray silt (ML) (very soft, wet) 44 78 TEST DATA BORING SP-7 10 15 F- LU w LL _Z f- 0 20 DESCRIPTION Vapor Cone. Other Blow Group Surface Elevation (ft.): Sheen (ppm) Test Count Samples Symbol ML Gray silt with fine to coarse sand and occasional gravel (medium stiff, moist) NS < 100 NS < 100 Grades with wood debris NS 200 ML . Gray silt with fine to medium sand'and occasional gravel (medium stiff, moist) ML Grayish brown silt with occasional fine to medium sand and gravel (medium stiff, moist) NS 600 Becomes brown and stiff 10 15 20 lbN1 VA1A BORING SP_7 (Continued) Vapor DESCRIPTION TEST DATA BORING SP-19 DESCRIPTION Vapor Cone. Other Blow Group Surface Elevation ft): Sheen (ppm) Test Count Samples Symbol 0 O GM Brown silty fine to medium gravel with occasional fine to 0 HS <100 a medium sand (medium dense, moist) ova HS 230 0 ML Gray sandy silt with occasional gravel (medium stiff, wet) 5 5 Grades to with occasional wood fragments and becomes soft HS 200 " 10 CA 10 ML Gray sandy silt with gravel and wood fragments (medium stiff, HS 390 moist) ML Gray silt with fine to medium sand (medium stiff, moist) NS 480 15 NS 380 15 h w w w Z_ H Uj . p 20 NS <100 Decreasing sand content 20 Boring completed at 21.0 feet on 10/03/97 Ground water encountered at approximately 20.0 feet during drilling 25 25 30 J I30 I 35 135 40 —J 40 Note: See Figure B-2 for explanation of symbols idMv� LOG OF BORING Geo NZIM Engineers FIGURE B-17 BORING B-18 [II K Description Comments Bare soil > 50 1 lo sample - rock in auger - Brownish gray, silty SA_NTD, fine- to medium -grained, >SO 2 ; i %-J h gravel, moist, verb dense. (FLL) SM 45 3 I ' i I - With wood fragments, moist, dense. (FILL) No hydrocarbon 22 4 • • -becomes less sil }'. (FILL) odor detected ithroughout boring. i{ I - Upper "; Dark brown, silty SANID, fine- to medium -grained, 20 5 ML - Lower 8'; Greenish gray, SYLT, with organics, moist, very stiff. > 5 6 1 - Dark gray to black SAND, medium- to coarse-Uained, SP with gravel, moist, very dense. 35 7 - Dark gray SILT, with sand, moist, hard. I I I ML > S0 8 I - No sample recovered * Boring drilled to 37.5 feet and sampled to 38.5 feet on November-1, 1996. * No visual or olfactory indication of contamination in soil. * No groundwater encountered in boring. * Headspace measured using Photovac 2020 RID. CEQTECH CONSULTANTS a BORING LOG B-18 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE . TUKMLA, WASHINGTON Job No: I Date: Lo"ed by Pizte: 96387E DEC1996 TAJ 6 Laboratory Tests o * o a a _ —� c a� �. m 20 cc p cn 0 -rr. 0 14 9.9 118 5 0 5 22.3 98 < 5 7 30.8 90 W 0 7 15 —= 0 B = 20 =_= 0 7 65.3 60 =_ 25 36 30 35 % Lower explosive limit, measured using MSA 361 Explosimeter. 40 Equipment Mob i 1 e B-61 Elevation Not measured Date 3/31/89 MOTTLED GRAY AND BROWN SILTY SAND (SM) loose to medium dense, moist; fine to medium grained, with some gravel and trace burned wood chips (Fill). GRAY AND BROWN MOTTLED SANDY SILT ittl� medium stiff, wet; with trace organics (Fill). With some organics. GRAY SILT (11L) medium stiff, wet; with layers of saturated gray fine sand. DARK GRAY SAND (SP) medium dense, saturated; fine grained. Groundwater encountered at approxi- mately 21-foot depth during drilling. AW1ed Geotechnology Inc. Log of Boring B-4 PLATE Geotechnical Engineering Geology d Hydrogeology Hillman Properties NW 7 Tukwila Development JOB NUMBER DRAWN APPROVED DATE REVISED DATE 15,339,002.01 ECR 12 April 89 APPENDIX B Report Limitations and Guidelines for Use APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnical Services are Performed for Specific Purposes, Persons and Projects This report has been prepared for the exclusive use of Family Fun Center and Bullwinkle's Restaurant, Magellan Architects and their authorized agents. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Geologic Report is Based on a Unique Set of Project -Specific Factors This report has been prepared for the proposed Route 66 and Interior Alterations project located at 7300 Fun Center Way in Tukwila, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: ■ Not prepared for you; ■ Not prepared for your project; ■ Not prepared for the specific site explored; or ■ Completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: ■ The function of the proposed structure; ■ The elevation, configuration, location, orientation or weight of the proposed structure; ■ Composition of the design team; or ■ Project ownership. 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. GWENGINEER� April21, 2015 I Page 13-1 File No. 5925-008-00 If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations are not Final Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A Geotechnical Engineering or Geologic Report Could Be Subject To Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre -bid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical GWENGINEER� April 21,2015 1 PageB-2 File No. 5925-008-00 engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre -bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on -site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. Geotechnlcal, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention, or assessment of the presence of Biological Pollutants in or around any structure. Accordingly, this report includes no interpretations, recommendations, findings, or conclusions for the purpose of detecting, preventing, assessing, or abating Biological Pollutants. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. GEOENGINEER� April 21, 2015 ! Page B-3 File No. 5925-008-00 Have we delivered World Class Client Service? Please let us know by visiting www.geoengineers.com/feedback. GMENGINEER� Date: 7/ 17/201.5 Calculations Package 15-009523-01 Time:10:20 AM Page: I of 129 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DAT - F IL Project: Family Fun Center Name: 15-009523-02 Builder PO #: 64597 Jobsite: 7300 Fun Center Way City, State: Tukwila, Washington 98108 County: King Country: United States TABLE OF CONTENTS REV WED FOR CODE COMPLIANCE APPROVED OCT 0 2 2015 City of Tukwila BUILDING DIVISION_ AUG 04 2015 'e.Z(Qte�tf _a'JS- aoSpl RECEIVED CITY OF TUKWILA JUL 2 8 2015 PERMIT CENTER Section Page Reactions. Expanded Report ............................................................................................ 2 Building Loading. Expanded Report .................................................................................. 29 Bracing. Summary Report .............................................................................................. 40 Secondary. Summary Report ........................................................................................... 48 Framing. Summary Report ............................................................................................. 66 Covering. Summary Report .............................................................................................. 126 File: 15-009523-02 Version: 2015.1 712-0�P Butler Manufacturing, a division of BlueSeope Buildings North America, Inc. surcER Date: 7/ 17/2015 8ut,!rManufactur,ng Calculations Package 15-009523-01 Time: 10:20 AM Page: 2 of 129 _e ct><oli patld�tl R kpoEOW Shape: Bowling Lanes Builder Contact: Don McIntosh Project: Family Fun Center Name: Steelcraft Construction Builder PO #: 64597 Address: P.O. Box 751 Jobsite: 7300 Fun Center Way 'City,'State'Zi : Woodinville, Washington 98072 City, State Zip: Tukwila, Washington 98108 'Country''. United States County, Country: King, United States Loads and Codes - Shape: Bowling Lanes City: Tukwila County: King State: Washington Country: United States Building Code: 2012 International Building Code Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Building Risk%Occupancy Category: II (Standard Occupant tSlMtuutee) Cold Form: 1 OAISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Collateral Gravity:5.00 Aoof Covering +Second. Dead Roof Live Load psf Load: Varies Roof Live Load: 20.00 psf Not Reducible Collateral Uplift:, 0.00 psf Frame Weight (assumed for seismic):4.00 psf - USR f Snow Load Seismic Load .. ._ :.,Wind Speed: 110.00 (85.21) mph Ground Snow Load: 25.00 psf Mapped Spectral Response - Ss:156.00 %g The 'Low Rise' Method is Used Flat Roof Snow: 17.50 psf Mapped Spectral Response - S1:54.00 %g Wind Exposure (Factor): C (0.935) Design Snow (Sloped): 17.50 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.935 Rain Surcharge: 0.00 Seismic Ithportance: 1"000— Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (USR) Framing Fundamental Period: 0.3514 Topographic Factor: 1.0000 Exposure Category (Factor): 2 Partially Exposed (1.00) Bracing Fundamental Period: 0.2143 Snow -Importance: 1.000 Framing R-Factor: 3.5000 NOT Windborne Debris Region Thermal Category (Factor): Heated (1.00) Bracing R-Factor: 3.2500 Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 19/0/0 % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: 9/6/0 Seismic Snow Load: 0.00 psf Frame Redundancy Factor:1.3000 Basic Wind Pressure: 24.62 psf Obstructed or Not Slippery Brace Redundancy Factor:1.3000 " s Frame Seismic Factor (Cs): 0.2857 x W 4 t Brace Seismic Factor (Cs): 0.3077 x W Design Spectral Response - Sd1: 0.5400 Design Spectral Response - Sds: 1.0000 Load Type Descriptions Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load US 1 * Unbalanced Snow Load 1, Shifted Right *US 1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFl Partial Load, Full, I Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span I PS2 Partial Load, Half Span 2 W Wind Load W I> Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load,11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPD 1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB 1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. e, r �. Date: 7/ 17/201.5 SttTLER� Butter Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 3 of 129 Load Type Descriptions Load Type Descriptions <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL*(1) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(I) Aux Live Bracing Reaction, Right, Aisle I <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear ' File:15-009523-02 Version:2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE'i? But! ManufacturIrM Calculations Package 15-009523-01 Overall Building Description Date: 7/ 17/2015 Time:10:20 AM Page: 4 of 129 Shape Overall Width Overall Len h Floor Area (s . ft.) Wall Area (s . ft.) Roof Area (s . ft.) Max. Eave Hei ht Min. Eave Hei ht 2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Bowling Lanes 1 101/5/0 121/7/0 12313 10613 12323 23/6/0 23/6/0 0.500:12 1 0.500:12 25/7/6 Q 0 M O ©- BL <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. >�tfTLER �tlerMano,aau„ng Calculations Package 15-009523-01 Wall: 1, Frame at: 2/0/0 Design Load Combinations - Framing Date: 7/ 1.7/2015 Time:10:20 AM Page: 5 of 129 No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D+CG+S>+SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 9 System 1.000 1.0D+1.0CG+0.6W1> D+CG+W1> 10 System 1.000 I.0D+I.0CG+0.6<Wl D+CG+<W1 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW -Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 21 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<Wl 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 26 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <WI D+CG+L+<W1 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 1.0D+1.0CG+0.755+0.45W1> D+CG+S+WI> 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <WI D+CG+S+<WI 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 38 System 1.000 I.0D+I.0CG+0.91E>+0.7EG+ D+CG+E>+EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- Wall: 1, Frame at: 2/0/0 Frame ID:Skew Beam Frame Type:Continuous Beam Jack File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �su Ffr eutlerManufacturing Calculations Package 15-009523-01 Wall: 5, Frame at: 1/0/0 Design Load Combinations - Framing Date: 7/ 17/201.5 Time:10:20 AM Page: 6 of 129 No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0D+1.0CG+I.0S>+1.0SD D+CG+S>+SD 6 System 1.000 1.0 D + LO CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0D+I.0CG+1.0USI* D+CG+US1* 8 System 1.000 1.0 D + 1.0 CG + 1.0 *USI D + CG + *USI 14 System 1.000 1.0D+I.0CG+0.6W1> D+CG+Wl> 15 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 16 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 17 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 18 System 1.000 1.0 D + 1.0 CG + 0.6' WPL D + CG + WPL 19 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 20 System 1.000 0.6 MW MW -Wall: 1 21 System 1.000 0.6 MW MW - Wall: 2 22 System 1.000 0.6 MW MW - Wall: 3 23 System 1.000 0.6 MW MW - Wall: 4 24 System 1.000 0.6 MW MW - Wall: 5 25 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 26 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<W1 27 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 28 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 29 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 30 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 31 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 32 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<W1 33 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 34 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 35 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 36 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 37 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+WI> 38 System 1.000 1.0D+I.0CG+0.75S+0.45<W1 D+CG+S+<WI 39 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 40 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 41 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S +WPL 42 System 1.000 1.0 D + LO CG + 0.75 S + 0.45 WPR D + CG + S + WPR 43 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 44 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 45 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 46 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. suresrr m Date: 7/ 17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Wall: 5, Frame at: 1/0/0 Frame ID:MRF Frame @ GL 6 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 6 Frame Type:Continuous Beam Page: 7 of 129 Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 6-A 8X13 0.375 4 - 0.750 99'-6" Interior Column 30/0/0 6-C.1 IOX10 0.375 4 - 0.750 99'-6" Interior Column 70/0/0 6-F.1 IOXIO 0.375 4 - 0.750 99'-6" Exterior Column 96/5/0 6-5.6 9X13 0.375 4 - 0.750 99'-6" Load Type Desc. Hx Vy Hx Vy Hx Vy Hx V D Frm 0.09 1.03 2.22 2.30 -0.09 1.39 CG Frm 0.12 0.97 3.35 3.61 -0.12 0.67 L> Frm 0.29 2.97 9.77 9.61 -0.29 2.59 <L Frm 0.29 2.97 9.77 9.61 -0.29 2.59 SMS> Frm 0.36 3.72 12.21 12.01 -0.36 3.24 <SMS Frm 0.36 3.72 12.21 12.01 -0.36 3.24 S> Frm 0.25 2.60 8.55 8.40 -0.25 2.27 SD Frm 0.09 1.98 0.07 -0.08 -0.09 0.60 <S Frm 0.25 2.60 8.55 8.40 -0.25 2.27 US 1 * Frm -0.02 0.41 3.71 10.90 0.02 2.17 *US1 Frm 0.17 2.53 10.91 4.00 -0.17 0.25 Wl> Frm -2.60 -5.33 -13.23 -11.09 -2.40 1.19 <W1 Frm 2.61 -1.71 -10.04 -8.37 3.27 -6.56 W2> Frm -3.82 -4.07 -8.78 -8.41 -3.41 3.05 <W2 Frm 1.39 -0.45 -5.59 -5.71 2.25 -4.67 WPL Frm 2.19 -2.32 -9.25 -10.27 1.60 -4.83 WPR Frm 2.09 -4.50 -14.47 -5.75 2.33 -3.73 MW Frm - - - - - - MW Frm 0.32 0.33 -0.41 0.77 1.59 -0.68 MW Frm 0.24 0.25 -0.32 0.70 0.62 -0.63 MW Frm - - - - - - MW Frm -2.78 -0.45 0.68 -3.01 -2.67 2.77 CU Frm - - - - - - L Frm 0.29 2.97 9.77 9.61 -0.29 2.59 S Frm 0.25 2.60 8.55 8.40 -0.25 2.27 E> Frm -1.91 -1.42 1.75 -4.77 -4.32 4.43 EG+ Frm 0.05 0.41 1.39 1.43 -0.05 0.32 <E Frm 1.91 1.42 -1.75 4.76 4.31 4.43 EG- Frm -0.05 -0.41 -1.39 -1.43 0.05 -0.32 SMS Frm 0.36 3.72 12.21 12.01 -0.36 3.24 File: l 5-009.523-02 Version: 2015.1 Butler Manufacturing, a division of BlUeScope Buildings North America, Inc. BUTL ER Butler manufacturing Calculations Package 15-009523-01 Frame Reactions - Factored Load Cases at Frame Cross Section: 6 Note: All reactions are based on 1st order structural analvsi,. Date: 7/ 17/2015 Time:1O:2O AM Page: 8 of 129 X-Loc 0/0/0 30/0/0 70/0/0 96/5/0 Grid -Grid2 6-A 6-C.1 6-F.1 6-5.6 Ld Description Hx Vy Hx Vy Hx Vy Hx V Cs (application factor not shown) (k) k) k) (k) (k) k) k (k) 1 D + CG + L> 0.50 4.98 15.35 15.52 -0.50 4.65 2 D + CG + <L 0.50 4.98 15.35 15.52 -0.50 4.65 3 D + CG + SMS> 0.57 5.72 17.79 17.92 -0.57 5.29 4 D + CG + <SMS 0.57 5.72 17.79 17.92 -0.57 5.29 5 D + CG + S> + SD 0.55 6.59 14.19 14.23 -0.55 4.92 6 D + CG + <S + SD 0.55 6.59 14.19 14.23 -0.55 4.92 7 D + CG + US 1 * 0.19 2.42 9.29 16.81 -0.19 4.22 8 D+CG+*USI 0.39 4.53 16.49 9.91 -0.39 2.30 14 D + CG + W 1> -1.35 -1.19 -2.36 -0.74 -1.65 2.77 15 D + CG + <W 1 1.78 0.97 -0.45 0.89 1.75 -1.88 16 D + CG + W2> -2.08 -0.44 0.31 0.86 -2.26 3.89 17 D + CG + <W2 1.05 1.73 2.22 2.48 1.14 -0.75 18 D + CG +WPL 1.53 0.61 0.03 -0.25 0.75 -0.85 19 D + CG +WPR 1.47 -0.70 -3.11 2.46 1.19 -0.18 20 MW -Wall: 1 - - - - - - 21 MW - Wall: 2 0.19 0.20 -0.25 0.46 0.95 -0.41 22 MW - Wall: 3 0.14 0.15 -0.19 0.42 0.37 -0.38 23 MW - Wall: 4 - - - - - - 24 MW - Wall: 5 -1.67 -0.27 0.41 -1.80 -1.60 1.66 25 D+CU+WI> -1.50 -2.58 -6.60 -5.27 -1.50 1.55 26 D + CU + <W 1 1.62 -0.41 -4.69 -3.64 1.91 -3.10 27 D + CU + W2> -2.24 -1.82 -3.93 -3.67 -2.10 2.66 28 D + CU + <W2 0.89 0.35 -2.02 -2.05 1.30 -1.97 29 D + CU + WPL 1.37 -0.78 -4.21 -4.78 0.91 -2.07 30 D + CU+WPR 1.31 -2.08 -7.35 -2.07 1.35 -1.40 31 D+CG+L+WI> -0.74 1.84 6.95 8.12 -1.51 4.53 32 D+CG+L+<W1 1.60 3.46 8.39 9.35 1.04 1.05 33 D+CG+L+W2> -1.29 2.40 8.96 9.33 -1.96 5.37 34 D+CG+L+<W2 1.05 4.03 10.39 10.54 0.58 1.90 35 D + CG + L + WPL 1.42 3.19 8.74 8.49 0.29 1.82 36 D + CG + L + WPR 1.37 2.21 6.39 10.52 0.62 2.32 37 D+CG+S+WI> -0.77 1.56 6.04 7.22 -1.48 4.29 38 D + CG + S + <W I 1.57 3.18 7.47 8.45 1.07 0.80 39 D + CG + S + W2> -1.32 2.12 8.04 8.43 -1.93 5.13 40 D + CG + S + <W2 1.03 3.75 9.47 9.64 0.61 1.65 41 D + CG + S + WPL 1.39 2.91 7.83 7.59 0.32 1.58 42 D + CG + S + WPR 1.34 1.93 5.48 9.62 0.65 2.08 43 D + CG + E> + EG+ -1.50 1.00 8.15 2.57 -4.17 6.32 44 D + CG + <E + EG+ 1.99 3.59 4.96 11.25 3.68 -1.75 45 D + CU + E> + EG- -1.72 -0.97 1.95 -3.97 -3.95 4.64 46 D + CU + <E + EG- 1.76 1.62 -1.24 4.71 3.90 -3.42 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analvsis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) k) (k) k in-k in-k 0/0/0 6-A 2.24 27 1.99 44 2.58 25 6.59 5 30/0/0 6-C.1 - - - - 7.35 30 17.79 3 70/0/0 6-F.1 - - - - 5.27 25 17.92 3 96/5/0 1 6-5.6 1 4.17 43 3.90 46 3.42 46 1 6.32 1 43 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. suTL�fr Date: 7/17/2015 e�tfer -------,e-tu,;n, Calculations Package 15-009523-01 Time:10:20 AM Page: 9 of 129 Wall: 5, Frame at: 8/2/0 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0D+I.0CG+1.0<S+1.0SD D+CG+<S+SD 7 System 1.000 1.0D+I.0CG+1.0US1* D+CG+USI* 8 System 1.000 1.0D+I.0CG+1.0 *US 1 D+CG+*US1 9 System 1.000 I.0D+I.0CG+0.6W1> D+CG+W1> 10 System 1.000 1.0D+I.0CG+0.6<W1 D+CG+<WI 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW -Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 26 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W I 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 31 System 1.000 1.0D+I.0CG+0.75L+0.45WPR D+CG+L+WPR 32 System 1.000 1.0D+1.0CG+0.75S+0.45W1> D+CG+S+W1> 33 System 1.000 I.0D+I.0CG+0.75S+0.45<W1 D+CG+S+<W1 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D+CG+S+WPL 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 50 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WBI> D+CG+WPR+WBI> 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 52 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D+CG+L+WPR+WB1> 53 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR +0.45WBI> D + CG + S + WPR + WB 1> 54 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6<WB1 D + CG + WPR + <WB 1 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 56 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WB1 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <W B 1 D + CG + S + WPR + <WB I 58 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WB2> D+CG+WPR+WB2> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L +WPR + W B2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + WB2> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR+<WB2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 66 System Derived 1.000 1.0D+I.0CG+0.6WPL +0.6WB3> D+CG+WPL+WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 68 System Derived 1.000 I.0D+LOCG+0.75L+0.45WPL +0.45WB3> D+CG+L+WPL+WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SRJTLE'R s Date: 7/ 17/201.5 Huller Manutacturl" Calculations Package 15-009523-01 Time: 10:20 AM . � Page: 10 of 129 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + W B4> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 79 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 82 System Derived 1.000 0.6 MWB MWB -Wall: 1 83 System Derived 1.000 0.6 MWB MWB - Wall: 2 84 System Derived 1.000 0.6 MWB MWB - Wall: 3 85 System Derived 1.000 0.6 MWB MWB - Wall: 4 86 System Derived 1.000 0.6 MWB MWB - Wall: 5 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLEl4 Date: 7l 17/2015 ----- ------ tu„ Calculations Package 15-009523-01 Time:10:20 AM Wall: 5, Frame at: 8/2/0 Frame ID:Soldier Column LSW I Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5.5 Frame Type:Soldier Column Page: 11 of 129 Type X-Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 1011510 5.5-K 8 X 13 0.375 4 - 0.750 100'-0" Load Type Desc. Hx V D Frm 0.34 CG Frm - L> Frm <L Frm SMS> Frm <SMS Frm S> Frm SD Frm <S Frm US1* Frm *US1 Frm - - W1> Frm 2.91 0.02 <W 1 Frm -2.91 -0.10 W2> Frm -2.52 0.25 <W2 Frm 2.52 -0.32 WPL Frm -1.90 0.08 WPR Frm -1.90 0.08 MW Frm - - MW Frm - MW Frm -0.09 MW Frm - MW Frm CU Frm L Frm S Frm - E> Frm -0.37 0.04 EG+ Frm - - <E Frm 0.37 -0.04 EG- Frm - - WB1> Brc <WB1 Brc File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BILIeScope Buildings North America, Inc. B</TLEi2 I Date: 7/ 17/20 l 5 8utier Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM y�tl������•M Page: 12 of 129 WB2> Brc - <WB2 Brc WB3> Brc <WB3 Brc WB4> Brc <WB4 Brc MWB Brc MWB Brc MWB Brc MWB Brc MWB Brc EB> Brc <EB Brc SMS Frm Frame Reactions - Factored Load Cases at Frame Cross Section: 5.5 Note- All reartinn are haled nn t st nrder onirtnral nnnlvcic X-Loc 101/5/0 Gridl - Grid2 5.5-K Ld Description Hx V Cs (application factor not shown k) k I D+CG+L> 0.34 2 D+CG+<L 0.34 3 D + CG + SMS> 0.34 4 D + CG + <SMS 0.34 5 D+CG+S>+SD 0.34 6 D+CG+<S+SD 0.34 7 D+CG+US1* 0.34 8 D+CG+*US1 0.34 9 D+CG+W1> 1.75 0.35 10 D+CG+<W1 -1.75 0.28 11 D+CG+W2> -1.51 0.48 12 D+CG+<W2 1.51 0.15 13 D+CG+WPL -1.14 0.38 14 D + CG + WPR -1.14 0.38 15 MW -Wall: 1 - - 16 MW - Wall: 2 - 17 MW - Wall: 3 -0.05 18 MW - Wall: 4 - 19 MW - Wall: 5 - 20 D+CU+Wl> 1.75 0.22 21 D+CU+<W1 -1.75 0.14 22 D+CU+W2> -1.51 0.35 23 D+CU+<W2 1.51 0.01 24 D+CU+WPL -1.14 0.25 25 D+CU+WPR -1.14 0.25 26 D+CG+L+W1> 1.31 0.35 27 D+CG+L+<W1 -1.31 0.29 28 D+CG+L+W2> -1.13 0.45 29 D+CG+L+<W2 1.13 0.19 30 D+CG+L+WPL -0.86 0.37 31 D + CG + L + WPR -0.86 0.37 32 D+CG+S+WI> 1.31 0.35 33 D+CG+S+<WI -1.31 0.29 34 D+CG+S+W2> -1.13 0.45 35 D+CG+S+<W2 1.13 0.19 36 D + CG + S + WPL -0.86 0.37 37 D + CG + S + WPR -0.86 0.37 38 D + CG + E> + EG+ -0.34 0.37 39 D + CG + <E + EG+ 0.34 0.30 40 D + CU + E> + EG- -0.34 0.24 41 D+CU+<E+EG- 0.34 0.17 50 D+CG+WPR+WB1> -1.14 0.38 51 D+CU+WPR+WB1> -1.14 0.25 52 D+CG+L+WPR+WB1> -0.86 0.37 53 D+CG+S+WPR+WBI> -0.86 0.37 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScolle Buildings North America, Inc. suziR Date: 7/ 1.7/201.5 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 13 of 129 54 D+CG+WPR+<WB1 -1.14 0.38 - 55 D+CU+WPR+<WBI -1.14 0.25 56 D+CG+L+WPR+<WB1 -0.86 0.37 57 D+CG+S+WPR+<WB1 -0.86 0.37 58 D+CG+WPR+WB2> -1.14 0.38 59 D+CU+WPR+WB2> -1.14 0.25 60 D+CG+L+WPR+WB2> -0.86 0.37 61 D+CG+S+WPR+WB2> -0.86 0.37 62 D+CG+WPR+<WB2 -1.14 0.38 63 D+CU+WPR+<WB2 -1.14 0.25 64 D+CG+L+WPR+<WB2 -0.86 0.37 65 D+CG+S+WPR+<WB2 -0.86 0.37 66 D + CG + WPL + W133> -1.14 0.38 67 D+CU+WPL+WB3> -1.14 0.25 68 D + CG + L + WPL + WB3> -0.86 0.37 69 D + CG + S + WPL + WB3> -0.86 0.37 70 D+CG+WPL+<WB3 -1.14 0.38 71 D+CU+WPL+<WB3 -1.14 0.25 72 D+CG+L+WPL+<WB3 -0.86 0.37 73 D+CG+S+WPL+<WB3 -0.86 0.37 74 D+CG+WPL+WB4> -1.14 0.38 75 D+CU+WPL+WB4> -1.14 0.25 76 D+CG+L+WPL+WB4> -0.86 0.37 77 D+CG+S+WPL+WB4> -0.86 0.37 78 D+CG+WPL+<WB4 -1.14 0.38 79 D+CU+WPL+<WB4 -1.14 0.25 80 D+CG+L+WPL+<WB4 -0.86 0.37 81 D+CG+S+WPL+<WB4 -0.86 0.37 82 MWB - Wall: 1 - - 83 MWB - Wall: 2 84 MW13- Wall: 3 85 MWB - Wall: 4 86 MW13 - Wall: 5 - - 87 D + CG + E> + EG+ + EB> -0.10 0.35 88 D + CG + E> + EG+ + EB> -0.34 0.37 89 D + CG + <E + EG+ + EB> 0.10 0.33 90 D + CG + <E + EG+ + EB> 0.34 0.30 91 D + CU + E> + EG- + EB> -0.10 0.21 92 D+CU+E>+EG-+EB> -0.34 0.24 93 D+CU+<E+EG-+EB> 0.10 0.19 94 D+CU+<E+EG-+EB> 0.34 0.17 97 D + CG + E> + EG+ + <EB -0.10 0.35 98 D + CG + E> + EG+ + <EB -0.34 0.37 99 D+CG+<E+EG+ +<EB 0.10 0.33 100 D + CG + <E+ EG+ + <EB 0.34 0.30 10t D + CU + E> + EG- + <EB -0.10 0.21 102 D+CU+E>+EG-+<EB -0.34 0.24 103 D+CU+<E+EG-+<EB 0.10 0.19 104 D + CU + <E + EG- + <EB 0.34 0.17 Maximum Combined Reactions Summary with Factored Loads - Framing Note- All reactions are haled on 1 st order stmct iral nnnlvsis X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k) (k (k) (k) k) (in-k) in-k) 101/5/0 5.5-K 1 1.75 10 1.75 9 0.05 17 0.48 It File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ��- Date: 7/ 17/201.5 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Wall: 5, Frame at: 24/6/0 Frame ID:LRF Frame @ GL 5 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tyne at Frame Cross Section: 5 Frame Type:Rigid Frame Page: 14 of 129 Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5-A 9 X 13 0.375 4 - 1.000 99'-6" Exterior Column 1011510 5-K 9 X 13 0.375 4 - 1.000 99'-6" Load Type Desc. Hx I Hz Vy Hx Hz V D Frm 4.18 7.80 -4.18 7.67 CG Frm 4.81 7.44 -4.81 7.03 L> Frm 15.93 24.59 -15.93 24.26 <L Frm 15.93 24.59 -15.93 24.26 SMS> Frm 19.91 30.74 -19.91 30.32 <SMS Frm 19.91 30.74 -19.91 30.32 S> Frm 13.94 21.52 -13.94 21.23 SD Frm 0.30 4.17 -0.30 2.45 <S Frm 13.94 21.52 -13.94 21.23 USl* Frm 11.52 12.28 -11.52 21.66 *US1 Frm 11.96 21.95 -11.96 12.19 WI> Frm -21.84 -28.77 6.55 -16.89 <W 1 Frm -6.68 -18.01 20.24 -26.41 W2> Frm -17.24 -18.05 1.98 -7.08 <W2 Frm -2.11 -7.31 15.65 -16.58 WPL Frm -10.68 -20.29 10.16 -24.14 WPR Frm -11.18 -26.46 11.12 -19.20 MW Frm - - - - MW Frm - - - - MW Frm 2.73 1.28 6.33 -1.28 MW Frm - - - - MW Frm -7.07 -1.40 -3.21 1.40 CU Frm - - - - L Frm 15.93 24.59 -15.93 24.26 S Frm 13.94 21.52 -13.94 21.23 E> Frm -6.29 -2.65 -6.56 2.65 EG+ Frm 2.13 3.30 -2.13 3.18 <E Frm 6.28 2.65 6.55 -2.65 EG- Frm -2.13 -3.30 2.13 -3.18 WB1> Brc 0.14 -5.34 -5.48 -0.14 -5.75 -5.87 <WB1 Brc -0.09 - 4.55 0.09 - 4.53 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North Atnerica, Inc. Date: 7/ 1.7/2015 Bt1TLE'R Butte------te�t�„ Calculations Package 15-009523-01 Time:10:20 AM Page: li of 129 WB2> Brc 0.07 -2.61 -2.78 -0.07 -2.71 -2.90 - <WB2 Brc -0.15 - 7.54 0.15 - 7.67 WB3> Brc 0.14 -5.19 -5.64 -0.14 -5.90 -6.17 <WB3 Brc -0.09 - 4.50 0.09 - 4.96 WB4> Brc 0.07 -2.46 -2.75 -0.07 -2.86 -3.08 <WB4 Brc -0.15 - 7.46 0.15 - 8.09 MWB Brc 0.09 -4.47 -4.28 -0.09 -3.38 -3.25 MWB Brc - - - - - - MWB Brc - MWB Brc -0.20 9.66 0.20 10.66 MWB Brc - - - - EB> Brc 0.38 -14.32 -14.84 -0.38 -15.84 -16.01 <EB Brc -0.31 - 15.47 0.31 - 15.94 SMS Frm 19.91 - 30.74 -19.91 - 30.32 Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note All reactions are haled on 1st order stnictural analvsis. X-Loc 0/0/0 1011510 Gridl - Grid2 5-A 5-K Descri tion Hx Hz V Hx Hz V a lication factor not shown) k) k k k k) k) D+CG+L> 24.92 39.84 -24.92 38.96 r D+CG+<L 24.92 39.84 -24.92 38.96 D + CG + SMS> 28.90 45.99 -28.90 - 45.03 - D + CG + <SMS 28.90 - 45.99 -28.90 - 45.03 - 5 D + CG + S> + SD 23.23 - 40.93 -23.23 - 38.38 6 D + CG + <S + SD 23.23 - 40.93 -23.23 - 38.38 - 7 D+CG+US1* 20.51 - 27.53 -20.51 - 36.37 - 8 D + CG + *US 1 20.95 - 37.20 -20.95 - 26.90 - 9 D + CG + W 1> -4.11 - -2.01 -5.06 - 4.57 - 10 D+CG+<W1 4.98 - 4.44 3.15 - -1.14 - 11 D + CG + W2> -1.36 - 4.42 -7.80 - 10.46 - 12 D + CG + <W2 7.73 - 10.86 0.40 - 4.75 - 13 D + CG +WPL 2.58 - 3.07 -2.90 - 0.22 - 14 D+CG+WPR 2.28 - -0.63 -2.32 - 3.18 - 15 MW -Wall: I - 16 MW - Wall: 2 - 17 MW - Wall: 3 1.64 0.77 3.80 -0.77 18 MW - Wall: 4 - - - - 19 MW - Wall: 5 -4.24 -0.84 -1.93 0.84 20 D+CU+Wl> -10.60 -12.58 1.42 -5.53 21 D+CU+<WI -1.50 -6.13 9.64 -11.24 22 D + CU + W2> -7.84 -6.15 -1.32 0.36 23 D + CU + <W2 1.24 0.30 6.88 -5.34 24 D + CU + WPL -3.90 -7.49 3.59 -9.88 25 D+CU+WPR -4.20 -11.19 4.16 -6.92 26 D+CG+L+WI> 11.11 20.75 -17.99 25.29 27 D+CG+L+<WI 17.93 25.58 -11.83 21.01 28 D + CG + L + W2> 13.18 25.57 -20.05 29.71 29 D + CG + L + <W2 19.99 30.40 -13.89 25.44 30 D+CG+L+WPL 16.13 24.56 -16.37 22.03 31 D+CG+L+WPR 15.90 21.78 -15.93 24.26 32 D+CG+S+WI> 9.62 18.44 -16.50 23.02 33 D + CG + S + <W 1 16.44 23.28 -10.34 18.74 34 D + CG + S + W2> 11.69 23.26 -18.55 27.44 35 D + CG + S + <W2 18.50 28.09 -12.40 23.16 36 D + CG + S + WPL 14.64 22.25 -14.87 19.76 37 D + CG + S + WPR 14.41 19.48 -14.44 21.98 38 D+CG+E>+EG+ 4.76 15.14 -16.45 19.35 39 D + CG + <E + EG+ 16.20 19.97 -4.53 14.52 40 D + CU + E> + EG- -4.71 -0.04 -6.98 4.79 41 D+CU+<E+EG- 6.72 4.78 4.95 -0.03 50 D + CG + WPR + WB 1> 2.36 -3.20 -3.92 -2.40 -3.45 -0.34 51 D+CU+WPR+WB1> -4.12 -3.20 -14.48 4.08 -3.45 -10.44 52 D+CG+L+WPR+WB1> 15.97 -2.40 19.32 -16.00 -2.59 21.61 53 D+CG+S+WPR+WBI> 14.47 -2.40 17.01 -14.50 -2.59 19.34 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SUTLER Date: 7/17/201.5 8utier ManutaOuring Calculations Package 15-009523-01 Time:10:20 AM Page: 16 of 129 54 D+CG+WPR +<WB1 2.23 2.10 -2.27 5.90 55 D+CU+WPR +<WB1 -4.26 -8.46 4.22 -4.20 56 D+CG+L+WPR+<WBI 15.86 23.83 -15.89 26.29 57 D + CG + S + WPR + <WB1 14.37 21.52 -14.40 24.02 58 D + CG + WPR + WB2> 2.32 -1.57 -2.30 -2.36 -1.63 1.44 59 D + CU + WPR + WB2> -4.16 -1.57 -12.86 4.12 -1.63 -8.66 60 D+CG+L+WPR+WB2> 15.94 -1.17 20.53 -15.97 -1.22 22.95 61 D+CG+S+WPR +WB2> 14.44 -1.17 18.23 -14.47 -1.22 20.68 62 D + CG + WPR + <W B2 2.19 - 3.89 -2.23 - 7.79 63 D + CU + WPR + <WB2 -4.29 -6.67 4.25 -2.31 64 D + CG + L + WPR + <WB2 15.84 25.17 -15.87 27.71 65 D + CG + S + WPR + <WB2 14.34 22.87 -14.37 25.43 66 D + CG + WPL + WB3> 2.67 -3.12 -0.31 -2.98 -3.54 -3.48 67 D + CU + WPL + WB3> -3.82 -3.12 -10.87 3.50 -3.54 -13.58 68 D + CG + L +WPL + W B3> 16.20 -2.34 22.02 -16.43 -2.66 19.26 69 D + CG + S + WPL + WB3> 14.70 -2.34 19.72 -14.94 -2.66 16.98 70 D + CG + WPL + <WB3 2.53 - 5.77 -2.84 - 3.20 71 D+CU+WPL+<WB3 -3.96 -4.79 3.64 -6.90 72 D+CG+L+WPL+<WB3 16.09 26.59 -16.33 24.27 73 D + CG + S + WPL + <WB3 14.60 24.28 -14.83 21.99 74 D + CG + WPL + WB4> 2.63 -1.48 1.42 -2.94 -1.72 -1.63 75 D + CU + WPL + WB4> -3.86 -1.48 -9.14 3.55 -1.72 -11.72 76 D + CG + L + WPL + W B4> 16.16 -1.11 23.32 -16.40 -1.29 20.65 77 D+CG+S+WPL+WB4> 14.67 -1.11 21.01 -14.91 -1.29 18.38 78 D+CG+WPL+<WB4 2.49 - 7.55 -2.81 - 5.07 79 D + CU + WPL + <WB4 -3.99 -3.02 3.68 -5.03 80 D + CG + L + WPL + <WB4 16.06 27.91 -16.30 25.67 81 D+CG+S+WPL+<WB4 14.57 25.61 -14.81 23.40 82 MWB - Wall: 1 0.05 -2.68 -2.57 -0.05 -2.03 -1.95 83 MWB - Wall: 2 - - - - - - 84 MWB - Wall: 3 - 85 MWB - Wall: 4 -0.12 5.80 0.12 6.39 86 MWB - Wall: 5 - - - - 87 D + CG + E> + EG+ + EB> 9.11 -13.04 3.32 -12.62 -14.41 3.09 88 D + CG + E> + EG+ + EB> 4.87 -3.91 11.09 -16.55 -4.32 14.98 89 D + CG + <E + EG+ + EB> 12.54 -13.04 4.77 -9.04 -14.41 1.64 90 D + CG + <E + EG+ + EB> 16.30 -3.91 15.91 -4.63 -4.32 10.15 91 D + CU+ E> + EG- + EB> -0.36 -13.04 -11.86 -3.14 -14.41 -11.47 92 D + CU + E> + EG- + EB> -4.61 -3.91 -4.09 -7.08 -4.32 0.42 93 D + CU + <E + EG- + EB> 3.07 -13.04 -10.41 0.43 -14.41 -12.91 94 D + CU + <E + EG- + EB> 6.83 -3.91 0.73 4.84 -4.32 -4.40 97 D + CG + E> + EG+ + <EB 8.49 - 30.91 -12.00 - 32.16 98 D + CG + E> + EG+ + <EB 4.68 19.36 -16.37 23.70 99 D + CG + <E + EG+ + <EB 11.92 32.36 -8.42 30.71 100 D + CG + <E + EG+ + <EB 16.11 24.19 -4.44 18.87 101 D + CU + E> + EG- + <EB -0.98 15.73 -2.52 17.60 102 D + CU + E> + EG- + <EB -4.79 4.18 -6.89 9.14 103 D + CU + <E + EG- + <EB 2.45 17.18 1.05 16.16 104 D + CU + <E + EG- + <EB 6.64 9.01 5.03 4.32 MWmum Combined Reactions Summary with Factored Loads - Framing Nnt- All -mi- am k-1 - 1 & -1- at-rn-1 an 1-k X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift I Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k) k) (in-k) (in-k 0/0/0 5-A 10.60 20 28.90 3 13.04 87 14.48 51 45.99 3 1011510 5-K 28.90 3 9.64 21 14.41 87 13.58 67 45.03 3 Rrarino X-Loc Grid Description 0/0/0 101/5/0 A-5 K-5 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. fur I Date:7/17/2015 !U e,!=i� "uI; Calculations Package 15-009523-01 Time:10:20 AM Wall: 5, Frame at: 49/6/0 Frame ID:LRF Frame @ GL 4 to 2 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvae at Frame Cross Section: 4 Frame Type: Rigid Frame Page: 17 of 129 Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-A 10 X 13 0.375 4 - 1.000 98'-0" Exterior Column 1011510 4-K 10 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. Hx Hz Vy Hx I Hz V D Frm 3.99 7.91 -3.99 7.92 CG Frm 3.86 6.34 -3.86 6.34 L> Frm 15.45 25.35 -15.45 25.35 <L Frm 15.45 25.35 -15.45 25.35 SMS> Frm 19.31 31.69 -19.31 31.69 <SMS Frm 19.31 31.69 -19.31 31.69 S> Frm 13.52 22.18 -13.52 22.18 SD Frm 0.45 5.42 -0.45 5.42 <S Frm 13.52 22.18 -13.52 22.18 US1* Frm 11.01 12.66 -11.01 22.64 *US1 Frm 11.76 22.64 -11.76 12.66 Wl> Frm -21.66 -28.41 3.15 -15.97 <W I Frm -4.58 -16.37 21.32 -28.03 W2> Frm -16.76 -17.05 -1.30 -4.84 <W2 Frm 0.31 -5.01 16.87 -16.90 WPL Frm -10.07 -19.91 8.97 -24.50 WPR Frm -10.21 -24.91 9.55 -19.48 MW Frm - - - - MW Frm - - - - MW Frm 3.52 1.85 7.83 -1.85 MW Frm - - - - MW Frm -7.28 -1.82 -4.07 1.82 CU Frm - - - - L Frm 15.45 25.35 -15.45 25.35 S Frm 13.52 22.18 -13.52 22.18 E> Frm -6.14 -2.92 -7.07 2.92 EG+ Frm 1.90 3.12 -1.90 3.12 <E Frm 6.14 2.92 7.07 -2.92 EG- Frm -1.90 -3.12 1.90 -3.12 WB1> Brc -0.10 5.50 0.10 5.86 <WB1 Brc 0.11 4.07 -4.56 -0.11 4.21 -4.51 File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of 131ueScope Buildings North America, Inc. BureEt7 n Date: 7/ 1.7/201.5 Calculations Package 15-009523-01 Time:10:20 AM ..�.a�..�..�.�,�..,,.�,.. Page: 1.8 of 129 WB2> Brc -0.05 - 2.79 0.05 - 2.89 - <WB2 Brc 0.18 6.70 -7.56 -0.18 7.10 -7.65 WB3> Brc -0.10 - 5.65 0.10 - 6.15 <WB3 Brc 0.11 3.86 -4.52 -0.11 4.42 -4.94 WB4> Brc -0.05 - 2.76 0.05 - 3.07 <WB4 Brc 0.18 6.49 -7.48 -0.18 7.32 -8.06 MWB Brc -0.07 - 4.29 0.07 - 3.24 MWB Brc - MWB Brc - MWB Brc 0.23 9.48 -9.70 -0.23 10.44 -10.62 MWB Brc - - - - - - EB> Brc -0.27 - 14.89 0.27 - 15.96 <EB Brc 0.36 13.78 -15.52 -0.36 15.05 -15.89 SMS Frm 19.31 - 31.69 -19.31 - 31.69 Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Nnt, All raartinne - h-d - I o n det-t-nl an 1,6e X-Loc 0/0/0 101/5/0 Grid -Grid2 4-A 4-K Description Hx Hz V Hx Hz V Cs (application factor not shown k k k) (k k k 1 D + CG + L> 23.30 39.60 -23.30 39.61 rLd 2 D + CG + <L 23.30 39.60 -23.30 39.61 3 D + CG + SMS> 27.16 45.94 -27.16 45.95 4 D + CG + <SMS 27.16 45.94 -27.16 45.95 5 D + CG + S> + SD 21.82 41.85 -21.82 41.86 6 D + CG + <S + SD 21.82 41.85 -21.82 41.86 7 D+CG+US1* 18.86 26.91 -18.86 36.89 8 D + CG + *US I 19.62 36.88 -19.62 26.92 9 D + CG + W 1> -5.14 -2.80 -5.96 4.67 10 D + CG + <W 1 5.10 4.42 4.94 -2.56 11 D+CG+W2> -2.21 4.01 -8.63 11.35 12 D + CG + <W2 8.04 11.24 2.27 4.11 13 D + CG +WPL 1.81 2.30 -2.47 -0.44 14 D + CG + WPR 1.73 -0.70 -2.12 2.57 15 MW -Wall: 1 - - - - 16 MW - Wall: 2 - - - - 17 MW - Wall: 3 2.11 1.11 4.70 -1.11 18 MW - Wall: 4 - - - - 19 MW - Wall: 5 -4.37 -1.09 -2.44 1.09 20 D+CU+WI> -10.60 -12.30 -0.50 -4.83 21 D+CU+<Wl -0.36 -5.08 10.40 -12.07 22 D + CU + W2> -7.66 -5.49 -3.17 1.84 23 D + CU + <W2 2.58 1.74 7.73 -5.39 24 D + CU + WPL -3.65 -7.20 2.99 -9.95 25 D+CU+WPR -3.73 -10.20 3.33 -6.94 26 D+CG+L+W1> 9.69 20.48 -18.02 26.08 27 D + CG + L + <W 1 17.38 25.89 -9.84 20.66 28 D + CG + L + W2> 11.89 25.59 -20.02 31.09 29 D + CG + L + <W2 19.58 31.00 -11.94 25.66 30 D + CG + L + WPL 14.91 24.30 -15.40 22.25 31 D+CG+L+WPR 14.85 22.05 -15.14 24.51 32 D+CG+S+WI> 8.24 18.10 -16.57 23.71 33 D + CG + S + <W 1 15.93 23.52 -8.39 18.28 34 D + CG + S + W2> 10.45 23.21 -18.57 28.71 35 D + CG + S + <W2 18.13 28.63 -10.40 23.29 36 D + CG + S + WPL 13.46 21.92 -13.95 19.87 37 D + CG + S + WPR 13.40 19.67 -13.69 22.13 38 D+CG+E>+EG+ 3.60 13.78 -15.61 19.09 39 D + CG + <E + EG+ 14.77 19.09 -2.75 13.78 40 D + CU + E> + EG- -4.52 -0.10 -7.49 5.22 41 D + CU + <E + EG- 6.65 5.21 5.37 -0.09 50 D+CG+WPR+WB1> 1.67 2.60 -2.07 6.08 51 D+CU+WPR+WB1> -3.79 -6.90 3.39 -3.42 52 D+CG+L+WPR+WB1> 14.80 24.52 -15.10 27.14 53 D+CG+S+WPR+WBI> 13.35 22.15 -13.65 24.77 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 7/ 1.7/20 l 5 8atier Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 19 of 129 54 D+CG+WPR+<WB1 1.79 2.44 -3.44 -2.19 2.53 -0.14 - 55 D+CU+WPR+<WBI -3.67 2.44 -12.94 3.27 2.53 -9.64 56 D+CG+L+WPR+<WB1 14.89 1.83 20.00 -15.19 1.90 22.48 57 D+CG+S+WPR+<WB1 13.44 1.83 17.62 -13.74 1.90 20.10 58 D + CG + WPR + WB2> 1.70 - 0.97 -2.10 - 4.30 59 D + CU + WPR + WB2> -3.76 -8.53 3.36 -5.20 60 D + CG + L + WPR + WB2> 14.82 23.31 -15.12 25.81 61 D + CG + S + WPR + WB2> 13.37 20.93 -13.67 23.43 62 D + CG + WPR + <WB2 1.83 4.02 -5.24 -2.23 4.26 -2.02 63 D + CU + WPR + <WB2 -3.62 4.02 -14.74 3.23 4.26 -11.52 64 D+CG+L+WPR+<WB2 14.92 3.01 18.65 -15.22 3.20 21.06 65 D+CG+S+WPR+<WB2 13.48 3.01 16.27 -13.77 3.20 18.69 66 D + CG + WPL + WB3> 1.75 - 5.69 -2.41 - 3.25 67 D + CU + WPL + WB3> -3.71 -3.81 3.05 -6.26 68 D + CG + L +WPL + WB3> 14.86 26.85 -15.35 25.02 69 D+CG+S+WPL+WB3> 13.41 24.47 -13.91 22.64 70 D + CG + WPL + <WB3 1.87 2.32 -0.41 -2.53 2.65 -3.41 71 D+CU+WPL+<WB3 -3.58 2.32 -9.91 2.92 2.65 -12.91 72 D+CG+L+WPL+<WB3 14.95 1.74 22.27 -15.45 L99 20.02 73 D + CG + S + WPL + <WB3 13.51 1.74 19.89 -14.00 1.99 17.65 74 D + CG + WPL + WB4> 1.78 - 3.96 -2.44 - 1.40 75 D + CU + WPL + WB4> -3.68 -5.54 3.02 -8.11 76 D + CG + L + WPL + WB4> 14.88 25.55 -15.38 23.63 77 D + CG + S + WPL + WB4> 13.44 23.17 -13.93 21.25 78 D + CG + WPL + <WB4 1.92 3.89 -2.19 -2.58 4.39 -5.28 79 D + CU + WPL + <WB4 -3.54 3.89 -11.69 2.88 4.39 -14.79 80 D + CG + L + WPL + <WB4 14.99 2.92 20.94 -15.48 3.29 18.62 81 D + CG + S + WPL + <WB4 13.54 2.92 18.56 -14.03 3.29 16.24 82 MWB - Wall: 1 -0.04 - 2.58 0.04 - 1.94 83 MWB - Wall: 2 - 84 MWB - Wall: 3 - 85 MWB - Wall: 4 0.14 5.69 -5.82 -0.14 6.26 -6.37 86 MWB - Wall: 5 - - - - - - 87 D + CG + E> + EG+ + EB> 7.26 29.19 -10.87 31.75 88 D + CG + E> + EG+ + EB> 3.52 17.84 -15.54 23.45 89 D + CG + <E + EG+ + EB> 10.62 30.78 -7.01 30.16 90 D + CG + <E + EG+ + EB> 14.70 23.15 -2.68 18.14 91 D + CU + E> + EG- + EB> -0.86 15.31 -2.75 17.88 92 D + CU + E> + EG- + EB> -4.60 3.97 -7.42 9.58 93 D + CU + <E + EG- + EB> 2.49 16.90 1.11 16.29 94 D + CU + <E + EG- + EB> 6.58 9.28 5.44 4.27 97 D + CG + E> + EG+ + <EB 7.84 12.54 1.51 -11.44 13.70 2.77 98 D + CG + E> + EG+ + <EB 3.70 3.76 9.54 -15.71 4.11 14.75 99 D + CG + <E + EG+ + <EB 11.19 12.54 3.10 -7.58 13.70 1.18 100 D + CG + <E + EG+ + <EB 14.87 3.76 14.85 -2.85 4.11 9.45 101 D + CU + E> + EG- + <EB -0.28 12.54 -12.36 -3.32 13.70 -11.10 102 D + CU + E> + EG- + <EB -4.42 3.76 -4.34 -7.59 4.11 0.88 103 D + CU + <E + EG- + <EB 3.07 12.54 -10.77 0.54 13.70 -12.69 104 D + CU + <E + EG- + <EB 6.75 3.76 0.97 5.27 4.11 -4.42 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt, All rPartinnc - H-A nn 1 ct nrrlar onirt-1 analvcic X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) k k) k) in-k) in-k 0/0/0 4-A 1 10.60 20 27.16 3 - - 12.54 1 97 14.74 63 45.94 3 1011510 4-K 27.16 3 10.40 21 - 13.70 97 14.79 79 45.95 3 Rrarina X-Loc Grid Description 0/0/0 101/5/0 A-4 K-4 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Burr i4 - Date: 7/ 17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Wall: 5, Frame at: 74/6/0 Frame ID:LRF Frame @ GL 4 to 2 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - rinPactored road T- at Frame Cross Cecfinn• I Frame Type:Rigid Frame Page: 20 of 129 Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior ColumnY 0/0/0 3-A 10 X 13 0.375 4 - 1.000 98'-0" Exterior Column 1011510 3-K 10 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. Hx I Hz Vy Hx I Hz V D Frm 3.99 7.91 -3.99 7.92 CG Frm 3.86 6.34 -3.86 6.34 L> Frm 15.45 25.35 -15.45 25.35 <L Frm 15.45 25.35 -15.45 25.35 SMS> Frm 19.31 31.69 -19.31 31.69 <SMS Frm 19.31 31.69 -19.31 31.69 S> Frm 13.52 22.18 -13.52 22.18 SD Frm 0.44 5.40 -0.44 5.37 <S Frm 13.52 22.18 -13.52 22.18 USl* Frm 11.01 12.66 -11.01 22.64 *USI Frm 11.76 22.64 -11.76 12.66 Wl> Frm -21.48 -28.31 3.37 -16.06 <Wl Frm -4.76 -16.48 21.13 -27.88 W2> Frm -16.58 -16.94 -1.08 -4.93 <W2 Frm 0.13 -5.12 16.68 -16.75 WPL Frm -10.07 -19.91 8.97 -24.45 WPR Frm -10.21 -24.91 9.55 -19.46 MW Frm - - - - MW Frm - - - - MW Frm 3.47 1.83 7.79 -1.83 MW Frm - - - - MW Frm -7.24 -1.79 -4.01 1.79 CU Frm - - - - L Frm 15.45 25.35 -15.45 25.35 S Frm 13.52 22.18 -13.52 22.18 E> Frm -6.12 -2.90 -7.04 2.90 EG+ Frm 1.90 3.12 -1.90 3.12 <E Frm 6.12 2.90 7.04 -2.90 EG- Frm -1.90 - -3.12 1.90 -3.12 WB1> Brc 0.12 -4.87 -5.31 -0.12 -5.25 -5.69 <WB1 Brc -0.08 - 4.56 0.08 - 4.52 Pile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of I31ueScope Buildings North America, Inc. 8t/TLER Date: 7l 1.7/201.5 Butler A,tanutacturing Calculations Package 15-009523-01 Time: 10:20 AM Pale: 21 of 129 WB2> Brc 0.06 -2.38 -2.69 -0.06 -2.47 -2.81 - <WB2 Brc -0.13 - 7.55 0.13 - 7.66 WB3> Brc 0.13 -4.74 -5.46 -0.13 -5.38 -5.98 <WB3 Brc -0.08 - 4.51 0.08 - 4.95 WB4> Brc 0.06 -2.25 -2.67 -0.06 -2.61 -2.98 <WB4 Brc -0.14 - 7.47 0.14 - 8.08 MWB Brc 0.08 -4.07 -4.15 -0.08 -3.08 -3.15 MWB Brc - - - - - - MWB Brc - MWB Brc -0.18 9.68 0.18 10.64 MWB Brc - - - - EB> Brc 0.34 -13.07 -14.39 -0.34 -14.44 -15.50 <EB Brc -0.27 - 15.50 0.27 - 15.92 SMS Frm 19.31 - 31.69 -19.31 - 31.69 Frame Reactions - Factored Load Cases at Frame Cross Section: 3 IVnte• All rwnrtinnr are hnced nn 10 order cimctnral annlvcis. X-Loc 0/0/0 1011510 Gridl - Grid2 3-A 3-K Ld Description Hx Hz V Hz V Cs (application factor not shown k) (k (k k) k 1 D + CG + L> 23.30 39.60 39.61 2 D + CG + <L 23.30 39.60 r-23. - 39.61 - 3 D + CG + SMS> 27.16 - 45.94 - 45.95 - 4 D + CG + <SMS 27.16 - 45.94 - 45.95 - 5 D+CG+S>+SD 21.81 - 41.82 -21.81 - 41.81 - 6 D+CG+<S+SD 21.81 - 41.82 -21.81 - 41.81 - 7 D+CG+US1* 18.86 - 26.91 -18.86 - 36.89 - 8 D + CG + *US 1 19.62 - 36.88 -19.62 - 26.92 - 9 D + CG + W 1> -5.03 - -2.74 -5.83 - 4.62 - 10 D + CG + <W 1 4.99 - 4.36 4.82 - -2.48 - 11 D + CG + W2> -2.10 - 4.08 -8.50 - 11.30 - 12 D+CG+<W2 7.93 - 11.18 2.15 - 4.20 - 13 D + CG + WPL 1.81 - 2.30 -2.47 - -0.42 - 14 D + CG +WPR 1.73 - -0.70 -2.12 - 2.58 - 15 MW -Wall: 1 - 16 MW - Wall: 2 - 17 MW - Wall: 3 2.08 1.10 4.67 -1.10 18 MW - Wall: 4 - - - - 19 MW - Wall: 5 -4.34 -1.07 -2.41 1.07 20 D+CU+W1> -10.49 -12.24 -0.37 -4.89 21 D+CU+<W1 -0.46 -5.14 10.28 -11.98 22 D + CU + W2> -7.56 -5.42 -3.04 1.79 23 D + CU + <W2 2.47 1.67 7.61 -5.30 24 D + CU + WPL -3.65 -7.20 2.99 -9.92 25 D + CU+ WPR -3.73 -10.20 3.33 -6.93 26 D+CG+L+W1> 9.77 20.52 -17.92 26.04 27 D + CG + L + <W 1 17.29 25.85 -9.93 20.72 28 D + CG + L + W2> 11.98 25.64 -19.93 31.05 29 D + CG + L + <W2 19.50 30.96 -11.93 25.73 30 D+CG+L+WPL 14.91 24.30 -15.40 22.27 31 D+CG+L+WPR 14.85 22.05 -15.14 24.51 32 D + CG + S + W l> 8.32 18.15 -16.47 23.67 33 D+CG+S+<Wl 15.85 23.47 -8.48 18.35 34 D + CG + S + W2> 10.53 23.26 -18.48 28.68 35 D+CG+S+<W2 18.05 28.58 -10.49 23.36 36 D + CG + S + WPL 13.46 21.93 -13.95 19.89 37 D + CG + S + WPR 13.40 19.67 -13.69 22.14 38 D + CG + E> + EG+ 3.62 13.79 -15.59 19.08 39 D + CG + <E + EG+ 14.75 19.07 -2.77 13.80 40 D + CU + E> + EG- 4.50 -0.09 -7.47 5.21 41 D + CU + <E + EG- 6.63 5.20 5.35 -0.08 50 D + CG + WPR + W B 1> 1.80 -2.92 -3.89 -2.20 -3.15 -0.84 51 D+CU+WPR+WB1> -3.65 -2.92 -13.39 3.26 -3.15 -10.34 52 D+CG+L+WPR+WB1> 14.90 -2.19 19.66 -15.20 -2.36 21.95 53 D+CG+S+WPR+WB1> 13.45 -2.19 17.28 -13.75 -2.36 19.58 File: 15-009523-02 Version: 20.15.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. �urtsR Date: 7/ 17/2015 Butler Manutacturirrq Calculations Package 15-009523-01 Time:1O:2O AM Page: 22 of 129 54 D + CG +WPR + <WB 1 1.68 2.03 -2.08 5.29 - 55 D+CU+WPR+<WB1 -3.78 -7.47 3.38 -4.21 56 D+CG+L+WPR+<WB1 14.81 24.10 -15.11 26.55 57 D+CG+S+WPR +<WB1 13.36 21.72 -13.66 24.17 58 D + CG + WPR + WB2> 1.77 -1.43 -2.32 -2.16 -1.48 0.89 59 D+CU+WPR+WB2> -3.69 -1.43 -11.82 3.30 -1.48 -8.61 60 D + CG + L + WPR + WB2> 14.87 -1.07 20.84 -15.17 -1.11 23.25 61 D + CG + S + WPR + WB2> 13.42 -1.07 18.46 -13.72 -1.11 20.87 62 D+CG+WPR+<WB2 1.65 - 3.83 -2.04 - 7.18 63 D+CU+WPR+<WB2 -3.81 -5.67 3.41 -2.33 64 D + CG + L + WPR + <WB2 14.79 25.45 -15.08 27.96 65 D + CG + S + WPR + <WB2 13.34 23.07 -13.63 25.59 66 D + CG +WPL + WB3> 1.89 -2.84 -0.98 -2.55 -3.23 -4.00 67 D + CU +WPL + WB3> -3.57 -2.84 -10.48 2.91 -3.23 -13.51 68 D+CG+L+WPL+WB3> 14.96 -2.13 21.84 -15.46 -2.42 19.58 69 D + CG + S + WPL + WB3> 13.52 -2.13 19.47 -14.01 -2.42 17.20 70 D+CG+WPL+<WB3 1.76 - 5.01 -2.42 - 2.55 71 D+CU+WPL+<WB3 -3.70 -4.49 3.04 -6.95 72 D + CG + L + WPL + <WB3 14.87 26.33 -15.36 24.50 73 D+CG+S+WPL+<WB3 13.42 23.95 -13.91 22.12 74 D + CG + WPL + WB4> 1.85 -1.35 0.70 -2.51 -1.56 -2.21 75 D+CU+WPL+WB4> -3.61 -1.35 -8.80 2.95 -1.56 -11.71 76 D+CG+L+WPL+WB4> 14.94 -1.01 23.10 -15.43 -1.17 20.93 77 D+CG+S+WPL+WB4> 13.49 -1.01 20.72 -13.98 -1.17 18.55 78 D+CG+WPL+<WB4 1.73 - 6.78 -2.39 - 4.43 79 D + CU + WPL + <WB4 -3.73 -2.72 3.07 -5.08 80 D + CG + L + WPL + <WB4 14.85 27.66 -15.34 25.90 81 D + CG + S + WPL + <WB4 13.40 25.29 -13.89 23.52 82 MWB - Wall: 1 0.05 -2.44 -2.49 -0.05 -1.85 -1.89 83 MWB - Wall: 2 - - - - - - 84 MWB - Wall: 3 - 85 MWB - Wall: 4 -0.11 5.81 0.11 6.39 86 MWB - Wall: 5 - - - - 87 D + CG + F.> + EG+ + EB> 7.82 -11.89 2.54 -11.41 -13.14 3.12 88 D + CG + E> + EG+ + EB> 3.71 -3.57 9.86 -15.69 -3.94 14.85 89 D + CG + <E + EG+ + EB> 11.16 -11.89 4.13 -7.57 -13.14 1.54 90 D + CG + <E + EG+ + EB> 14.84 -3.57 15.15 -2.87 -3.94 9.56 91 D+CU+E>+EG-+EB> -0.30 -11.89 -11.33 -3.29 -13.14 -10.75 92 D + CU + E> + EG- + EB> -4.41 -3.57 -4.02 -7.56 -3.94 0.98 93 D+CU+<E+EG-+EB> 3.04 -11.89 -9.75 0.55 -13.14 -12.33 94 D + CU + <E + EG- + EB> 6.72 -3.57 1.27 5.25 -3.94 -4.31 97 D + CG + E> + EG+ + <EB 7.26 - 29.74 -10.86 - 31.72 98 D + CG + E> + EG+ + <EB 3.54 18.02 -15.52 23.43 99 D + CG + <E + EG+ + <EB 10.60 31.33 -7.01 30.13 100 D + CG + <E + EG+ + <EB 14.68 23.31 -2.70 18.14 101 D + CU + E> + EG- + <EB -0.86 15.87 -2.74 17.85 102 D + CU + E> + EG- + <EB -4.58 4.14 -7.40 9.56 103 D + CU + <E + EG- + <EB 2.48 17.45 1.11 16.26 104 D + CU + <E + EG- + <EB 6.55 9.43 5.42 4.27 Maximum Combined Reactions Summary with Factored Loads - Framing Note- All resrtinns are haled on 1 st order stnirturn] analvsis X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) (k) (k k) k k) in-k in-k 0/0/0 3-A 10.49 20 27.16 3 11.89 87 13.39 51 45.94 3 1011510 3-K 27.16 3 10.28 21 13.14 87 13.51 67 45.95 3 Rrnrino X-Loc Grid I Description 0/0/0 1011510 A-3 K-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of 131ueScope Buildings North America, Inc. 2�0 Date: 7/ 17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Wall: 5, Frame at: 99/6/0 Frame ID:LRF Frame @ GL 4 to 2 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Frame Type: Rigid Frame Page: 23 of 129 Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2-A 9 X 13 0.375 4 - 1.000 98'-0" Exterior Column 1011510 2-K 9 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. Hx Hz Vy Hx I Hz V D Frm 3.79 7.58 -3.79 7.55 CG Frm 3.66 5.91 -3.66 5.91 L> Frm 14.64 23.62 -14.64 23.62 <L Frm 14.64 23.62 -14.64 23.62 SMS> Frm 18.30 29.53 -18.30 29.53 <SMS Frm 18.30 29.53 -18.30 29.53 S> Frm 12.81 20.67 -12.81 20.67 SD Frm 0.44 2.93 -0.44 2.92 <S Frm 12.81 20.67 -12.81 20.67 US1* Frm 10.33 11.80 -10.33 21.09 *USI Frm 11.25 21.09 -11.25 11.80 W1> Frm -20.57 -28.53 6.83 -18.16 <W1 Frm -7.10 -18.16 20.83 -28.52 W2> Frm -16.12 -18.04 2.38 -7.69 <W2 Frm -2.65 -7.68 16.38 -18.05 WPL Frm -10.80 -20.53 10.32 -26.15 WPR Frm -10.87 -26.17 11.35 -20.52 MW Frm - - - - MW Frm - - - - MW Frm 2.69 1.44 6.90 -1.44 MW Frm - - - - MW Frm -6.38 -1.43 -3.23 1.42 CU Frm - - - - L Frm 14.64 23.62 -14.64 23.62 S Frm 12.81 20.67 -12.81 20.67 E> Frm -5.44 -2.60 -6.42 2.60 EG+ Frm 1.80 2.91 -1.80 2.91 <E Frm 5.44 2.60 6.42 -2.60 EG- Frm -1.80 -2.91 1.80 -2.91 WB1> Brc -0.10 5.33 0.10 5.67 <WB1 Brc 0.10 4.08 -4.57 -0.10 4.21 -4.51 File: l 5-009523-02 Version: 2015.1. Butler Manufacturing, a division of B1ueScope Buildings North America,lnc. UTLER n Date: 7/ 1.7/201.5 Butler ---- ctu„nq Calculations Package 15-009523-01 Time:10:20 AM .�.,,...,.,L%�..,.�._.. Page: 24 of 129 WB2> Brc -0.05 - 2.70 0.05 - 2.80 - <WB2 Brc 0.17 6.71 -7.57 -0.17 7.10 -7.64 WB3> Brc -0.11 - 5.48 0.11 5.96 <WB3 Brc 0.11 3.87 -4.52 -0.11 4.42 4.94 WB4> Brc -0.05 - 2.68 0.05 - 2.97 <WB4 Brc 0.17 6.50 -7.49 -0.17 7.31 -8.06 MWB Brc -0.07 - 4.16 0.07 - 3.14 MWB Brc - MWB Brc - MWB Brc 0.23 9.50 -9.72 -0.23 10.43 -10.61 MWB Brc - - - - - EB> Brc -0.28 - 14.44 0.28 - 15.46 <EB Brc 0.36 13.80 -15.55 -0.36 15.03 -15.87 SMS I Frm 18.30 29.53 -18.30 - 29.53 Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Notes All reactions are haled on 1 st order s6-nmural annlvsis X-Loc 0/0/0 1011510 Grid -Grid2 2-A 2-K Ld Description Hx Hz V Hx Hz V Cs (application factor not shown k) k k k k) k) 1 D + CG + L> 22.08 - 37.10 -22.08 - 37.08 2 D + CG + <L 22.08 - 37.10 -22.08 - 37.08 - 3 D + CG + SMS> 25.74 - 43.01 -25.74 - 42.99 - 4 D + CG + <SMS 25.74 - 43.01 -25.74 - 42.99 - 5 D + CG + S> + SD 20.70 - 37.08 -20.70 - 37.04 6 D + CG + <S + SD 20.70 - 37.08 -20.70 - 37.04 - 7 D+CG+US1* 17.78 - 25.28 -17.78 - 34.55 - 8 D+CG+*US1 18.69 - 34.57 -18.69 - 25.26 - 9 D + CG + W 1> -4.90 - -3.64 -3.35 - 2.56 - 10 D + CG + <W 1 3.19 - 2.58 5.05 - -3.66 - 11 D + CG + W2> -2.23 - 2.65 -6.02 - 8.85 - 12 D + CG + <W2 5.86 - 8.87 2.38 - 2.63 - 13 D+CG+WPL 0.96 - 1.16 -1.25 - -2.23 - 14 D + CG +WPR 0.92 - -2.22 -0.64 - 1.14 - 15 MW - Wall: 1 - 16 MW - Wall: 2 - 17 MW - Wall: 3 1.61 0.86 4.14 -0.86 18 MW - Wall: 4 - - - - 19 MW - Wall: 5 -3.83 -0.86 -1.94 0.86 20 D+CU+WI> -10.07 -12.57 1.83 -6.37 21 D+CU+<W1 -1.99 -6.35 10.23 -12.58 22 D + CU + W2> -7.40 -6.28 -0.84 -0.08 23 D + CU + <W2 0.68 -0.06 7.56 -6.30 24 D + CU + WPL -4.21 -7.77 3.92 -11.16 25 D+CU+WPR -4.25 -11.16 4.54 -7.78 26 D+CG+L+WI> 9.17 18.36 -15.35 23.00 27 D + CG + L + <W I 15.23 23.02 -9.05 18.34 28 D+CG+L+W2> 11.17 23.08 -17.35 27.72 29 D+CG+L+<W2 17.23 27.74 -11.05 23.05 30 D + CG + L + WPL 13.56 21.96 -13.78 19.41 31 D + CG + L + WPR 13.53 19.42 -13.32 21.94 32 D+CG+S+W1> 7.80 16.15 -13.98 20.79 33 D+CG+S+<W1 13.86 20.81 -7.68 16.12 34 D+CG+S+W2> 9.80 20.86 -15.98 25.50 35 D + CG + S + <W2 15.86 25.53 -9.68 20.84 36 D+CG+S+WPL 12.19 19.74 -12.41 17.19 37 D + CG + S + WPR 12.16 17.21 -11.95 19.72 38 D + CG + E> + EG+ 3.76 13.15 -14.55 17.86 39 D + CG + <E + EG+ 13.66 17.88 -2.87 13.13 40 D + C U + E> + EG- -3.94 0.14 -6.85 4.86 41 D + CU + <E + EG- 5.96 4.87 4.83 0.13 50 D+CG+WPR+WBI> 0.86 0.98 -0.57 4.55 51 D+CU+WPR+WB1> -4.31 -7.96 4.60 -4.38 52 D+CG+L+WPR+WB1> 13.49 21.82 -13.27 24.49 53 D+CG+S+WPR+WB1> 12.11 19.60 -I1.90 22.28 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SLTLER Butler Manufmtu,,,g Calculations Package 15 54 D + CG +WPR + <WB 1 0.99 2.45 -4.96 -0.70 2.52 -1.56 55 D+CU+WPR+<WBI -4.19 2.45 -13.90 4.48 2.52 -10.49 56 D+CG+L+WPR +<WB1 13.58 1.84 17.36 -13.36 1.89 19.91 57 D + CG + S + WPR + <WB 1 12.21 1.84 15.15 -11.99 1.89 17.70 58 D + CG + WPR + WB2> 0.89 - -0.60 -0.60 - 2.83 59 D + CU + WPR + WB2> -4.28 -9.53 4.57 -6.10 60 D + CG + L + WPR + WB2> 13.51 20.64 -13.29 23.20 61 D+CG+S+WPR+WB2> 12.14 18.42 -11.92 20.99 62 D + CG + WPR + <W132 1.03 4.03 -6.76 -0.74 4.26 -3.44 63 D+CU+WPR+<WB2 -4.15 4.03 -15.70 4.43 4.26 -12.37 64 D+CG+L+WPR+<WB2 13.61 3.02 16.01 -13.40 3.19 18.50 65 D + CG + S + WPR + <WB2 12.24 3.02 13.80 -12.02 3.19 16.29 66 D+CG+WPL+WB3> 0.90 - 4.45 -1.19 - 1.34 67 D+CU+WPL+WB3> -4.27 -4.48 3.99 -7.58 68 D + CG + L + WPL + WB3> 13.52 24.42 -13.73 22.09 69 D+CG+S+WPL+WB3> 12.14 22.21 -12.36 19.87 70 D + CG + WPL + <WB3 1.03 2.32 -1.55 -1.31 2.65 -5.20 71 D+CU+WPL+<WB3 -4.15 2.32 -10.49 3.86 2.65 -14.12 72 D + CG + L + WPL + <WB3 13.61 1.74 19.92 -13.83 1.99 17.18 73 D + CG + S + WPL + <WB3 12.24 1.74 17.71 -12.45 1.99 14.97 74 D + CG + WPL + W B4> 0.93 - 2.77 -1.22 - -0.45 75 D + CU + WPL + WB4> -4.24 -6.17 3.96 -9.38 76 D+CG+L+WPL+WB4> 13.54 23.16 -13.76 20.74 77 D+CG+S+WPL+WB4> 12.17 20.95 -12.38 18.53 78 D + CG + WPL + <WB4 1.07 3.90 -3.33 -1.36 4.38 -7.07 79 D+CU+WPL+<WB4 -4.I1 3.90 -12.27 3.82 4.38 -15.99 80 D + CG + L + WPL + <WB4 13.64 2.92 18.59 -13.86 3.29 15.78 81 D + CG + S + WPL + <W134 12.27 2.92 16.37 -12.49 3.29 13.57 82 MWB - Wall: 1 -0.04 - 2.50 0.04 - 1.88 83 MWB - Wall: 2 - 84 MWB - Wall: 3 - 85 MWB - Wall: 4 0.14 5.70 -5.83 -0.14 6.26 -6.36 86 MWB - Wall: 5 - - - - - - 87 D + CG + E> + EG+ + EB> 6.97 27.95 -10.20 30.27 88 D + CG + E> + EG+ + EB> 3.68 17.09 -14.47 22.08 89 D + CG + <E + EG+ + EB> 9.94 29.36 -6.70 28.85 90 D + CG + <E + EG+ + EB> 13.58 21.82 -2.79 17.35 91 D + CU + E> + EG- + EB> -0.73 14.94 -2.51 17.28 92 D + CU + E> + EG- + EB> -4.02 4.08 -6.77 9.08 93 D + CU + <E + EG- + EB> 2.24 16.35 1.00 15.86 94 D + CU + <E + EG- + EB> 5.88 8.81 4.91 4.35 97 D + CG + E> + EG+ + <EB 7.55 12.56 0.66 -10.78 13.68 1.76 98 D + CG + E> + EG+ + <EB 3.86 3.77 8.91 -14.65 4.10 13.52 99 D + CG + <E + EG+ + <EB 10.51 12.56 2.08 -7.28 13.68 0.34 100 D + CG + <E + EG+ + <EB 13.75 3.77 13.64 -2.96 4.10 8.79 101 D + CU + E> + EG- + <EB -0.15 12.56 -12.35 -3.09 13.68 -11.24 102 D + CU + E> + EG- + <EB -3.84 3.77 -4.10 -6.95 4.10 0.53 103 D + CU + <E + EG- + <EB 2.82 12.56 -10.93 0.42 13.68 -12.65 104 D + CU + <E + EG- + <EB 6.06 3.77 0.63 4.74 4.10 -4.20 Maximum Combined Reactions Summary with Factored Loads - Framing Notes All reactions are hased on 1st order struchiral analvsis. Date: 7/ 17/2015 -009523-01 Time:10:20 AM Page: 25 of 129 X-Loc Grid Hrz left Load Hrz Right Load i Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case i I (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k) (k) k) k) k in-k (in-k 0/0/0 2-A 1 10.07 20 25.74 3 - - 12.56 97 15.70 63 43.01 3 1011510 2-K 25.74 3 10.23 21 13.68 97 15.99 79 42.99 3 Tt X-Loc Grid Description 0/0/0 1011510 2-A 2-K Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. F'ile: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER a �t ,Ma"Ufac,uIrm Calculations Package 15-009523-01 Wall: 5, Frame at: 121/l/O Design Load Comhinafions - Framing Date: 7/ 17/2015 Time:1O:2O AM Page: 26 of 129 Ori in Factor Application Descri tion 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L rNo. 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0D+I.0CG+1.0US1* D+CG+US1* 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 16 System 1.000 1.0D+I.0CG+0.6W1> D+CG+W1> 17 System 1.000 1.0D+I.0CG+0.6<WI D+CG+<W1 18 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 19 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 20 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 21 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 22 System 1.000 0.6 MW MW -Wall: 1 23 System 1.000 0.6 MW MW - Wall: 2 24 System 1.000 0.6 MW MW - Wall: 3 25 System 1.000 0.6 MW MW - Wall: 4 26 System 1.000 0.6 MW MW - Wall: 5 27 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 28 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 29 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 30 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 31 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 32 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 33 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W 1> 34 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<W1 35 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 36 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 37 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L +WPL 38 System 1.000 1.OD+I.00G+0.75L+0.45WPR D+CG+L+WPR 39 System 1.000 1.0D+I.0CG+0.755+0.45WI> D+CG+S+W1> 40 System 1.000 1.0D+I.0CG+0.755+0.45<W1 D+CG+S+<W1 41 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 42 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 43 System 1.000 1.OD+I.00G+0.75S+0.45WPL D+CG+S+WPL 44 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 45 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 46 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 47 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 48 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of 13lueScope Buildings North America, Inc. Date: 7/ 1.7/2015 ,BL1TtEf2 a 1B-tier Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Wall: 5, Frame at: 121/l/O Frame ID:Endwall Frame @ GL 0.5 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvve at Frame Cross Section: 1 Frame Type:Continuous Beam Page: 27 of 129 Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-A 8X13 0.375 4 - 0.750 98'-0" Interior Column 25/8/8 1-C 8X12 0.375 4 - 0.750 98'-0" Interior Column 50/8/8 I-E 9X12 0.375 4 - 0.750 98'-0" Interior Column 75/8/8 I-G 8X12 0.375 4 - 0.750 98'-0" Exterior Column 1011510 I-K 8X13 0.375 4 - 0.750 98'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx V D Frm 0.16 1.57 1.85 1.70 1.84 -0.16 1.57 CG Frm 0.09 0.70 1.50 1.33 1.50 -0.09 0.70 L> Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 <L Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 SMS> Frm 0.47 3.49 7.51 6.64 7.51 -0.47 3.49 <SMS Frm 0.47 3.49 7.51 6.64 7.51 -0.47 3.49 S> Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 SD Frm 0.37 2.57 1.64 0.10 1.64 -0.37 2.57 <S Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 USl* Frm 0.19 1.02 0.84 4.19 7.96 -0.19 1.89 *US1 Frm 0.19 1.93 7.96 4.19 0.85 -0.19 1.01 WI> Frm -4.61 -7.18 5.83 -6.35 6.17 -6.34 5.83 -8.04 -4.08 0.41 <W 1 Frm 4.12 0.39 -5.25 -8.01 -5.55 -6.36 -5.25 -6.29 4.57 -7.23 W2> Frm -5.23 -5.66 - -3.90 - -4.15 - -5.58 -3.47 1.93 <W2 Frm 3.51 1.91 -5.55 -4.16 -3.84 5.19 -5.71 WPL Frm 0.82 -3.38 -4.15 -6.08 -9.54 -1.14 -4.36 WPR Frm 1.14 4.36 -9.54 -6.08 -4.15 -0.82 -3.38 MW Frm - - - - - MW Frm - - - - - - - MW Frm 1.72 1.88 -1.90 -0.18 1.56 3.10 -1.36 MW Frm - - - - - - - MW Frm -3.11 -1.33 1.53 -0.18 -1.89 -1.71 1.87 CU Frm - - - - - - - L Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 S Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 E> Frm -5.63 -5.67 1.13 5.86 1.19 - 1.13 -5.86 -5.62 5.68 EG+ Frm 0.05 0.34 - 0.74 - 0.65 - 0.74 -0.05 0.34 <E Frm 5.63 5.67 -1.13 -5.86 -1.19 - -1.13 5.86 5.62 -5.68 EG- Frm -0.05 -0.34 - -0.74 - -0.65 - -0.74 0.05 -0.34 SMS Frm 0.47 3.49 - 7.51 6.64 7.51 -0.47 3.49 File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 6uder Manufacturing Calculations Package 15-009523-01 Frame Reactions - Factored Load Cases at Frame Cross Section: I Note: All reactions are based on 1 st order structural analvsis. Date: 7/ 17/201.5 Time:1O:2O AM Page: 28 of 129 X-Loc 0/0/0 25/8/8 50/8/8 75/8/8 1011510 Gridl -Grid2 1-A 1-C I-E 1-G 1-K Descri tion Hx V Hx Hz V Hx Hz V Hx Hz V Hx V a lication factor not shown) (k) (k) k) (k) (k) k k) k k k) (k) k) (k D + CG + L> 0.63 5.07 9.36 8.34 9.35 -0.63 5.06 r D + CG + <L 0.63 5.07 9.36 8.34 9.35 -0.63 5.06 D+CG+SMS> 0.73 5.77 10.87 9.67 10.85 -0.73 5.76 D + CG + <SMS 0.73 5.77 10.87 9.67 10.85 -0.73 5.76 5 D + CG + S> + SD 0.95 7.29 10.26 7.77 10.24 -0.95 7.24 6 D + CG + <S + SD 0.95 7.29 10.26 7.77 10.24 -0.95 7.24 7 D + CG + US 1 * 0.44 3.29 4.20 7.22 11.30 -0.44 4.16 8 D+CG+*US1 0.44 4.21 11.32 - 7.22 4.18 -0.44 3.28 16 D + CG + W 1> -2.51 -2.04 3.50 -0.46 3.70 -0.78 3.50 -1.48 -2.70 2.51 17 D + CG + <W 1 2.73 2.51 -3.15 -1.45 -3.33 -0.79 -3.15 -0.44 2.49 -2.07 18 D + CG + W2> -2.88 -1.12 - 1.02 - 0.54 - -0.01 -2.33 3.43 19 D + CG + <W2 2.36 3.42 0.02 0.53 1.04 2.86 -1.16 20 D + CG + WPL 0.75 0.25 0.87 -0.62 -2.39 -0.94 -0.35 21 D + CG + WPR 0.94 -0.34 -2.37 -0.62 0.85 -0.75 0.24 22 MW -Wall: 1 - - - - - - - 23 MW -Wall: 2 - - - - - - - 24 MW - Wall: 3 1.03 1.13 -1.14 -0.11 0.94 1.86 -0.81 25 MW - Wall: 4 - - - - - - - 26 MW - Wall: 5 -1.86 -0.80 - 0.92 -0.11 -1.14 -1.03 1.12 27 D + CU + WI > -2.67 -3.37 3.50 -2.70 3.70 -2.79 3.50 -3.72 -2.55 1.19 28 D + CU + <W 1 2.57 1.18 -3.15 -3.69 -3.33 -2.80 -3.15 -2.67 2.65 -3.40 29 D + CU + W2> -3.04 -2.45 - -1.22 - -1.47 - -2.25 -2.18 2.10 30 D + CU+ <W2 2.20 2.09 -2.22 -1.48 -1.20 3.02 -2.48 31 D+CU+WPL 0.59 -1.08 -1.38 -2.63 -4.62 -0.78 -1.67 32 D+CU+WPR 0.78 -1.67 -4.61 -2.63 -1.39 -0.59 -1.09 33 D+CG+L+WI> -1.54 1.14 2.62 5.00 2.78 4.16 2.62 4.23 -2.37 4.55 34 D + CG + L + <W 1 2.39 4.54 -2.36 4.26 -2.50 4.15 -2.36 5.01 1.52 1.11 35 D+CG+L+W2> -1.81 1.82 - 6.11 - 5.15 - 5.33 -2.10 5.23 36 D+CG+L+<W2 2.12 5.23 5.36 5.14 6.12 1.80 1.79 37 D + CG + L + WPL 0.91 2.85 6.00 4.27 3.55 -1.05 2.40 38 D+CG+L+WPR 1.05 2.41 3.57 4.27 5.98 -0.91 2.84 39 D + CG + S + W 1> -1.57 0.87 2.62 4.44 2.78 3.66 2.62 3.67 -2.34 4.25 40 D + CG + S + <W 1 2.36 4.28 -2.36 3.69 -2.50 3.65 -2.36 4.45 1.55 0.81 41 D + CG + S + W2> -1.85 1.56 - 5.55 - 4.65 - 4.77 -2.06 4.94 42 D + CG + S + <W2 2.08 4.97 4.80 4.64 5.56 1.83 1.50 43 D + CG + S + WPL 0.87 2.59 5.43 3.78 2.99 -1.01 2.11 44 D + CG + S + WPR 1.01 2.15 3.01 3.78 5.42 -0.87 2.55 45 D + CG + E> + EG+ -4.84 -2.65 1.03 9.21 1.09 3.49 1.03 -1.48 -5.41 7.68 46 D+CG+<E+EG+ 5.41 7.68 -1.03 -1.46 -1.09 3.49 -1.03 9.19 4.83 -2.66 47 D + CU + E> + EG- -5.06 -4.46 1.03 5.93 1.09 0.56 1.03 -4.75 -5.18 5.87 48 D+CU+<E+EG- 5.19 5.87 -1.03 -4.74 -1.09 0.56 -1.03 5.92 5.06 -4.47 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analvsis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k k (k) k k in-k in-k) 0/0/0 1-A 5.06 47 5.41 46 - - - 4.46 47 7.68 46 25/8/8 1-C - - - - 3.15 17 3.50 16 4.74 48 11.32 8 50/8/8 1-E 3.33 17 3.70 16 2.80 28 9.67 3 75/8/8 1-G 3.15 17 3.50 16 4.75 47 11.30 7 1011510 1-K 5.41 45 5.06 48 4.47 48 7.68 45 Fm y�- .:'''Y.. iA».aY`"......... _..........., w .,...ua�.�.......,......�, File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. $urLR Date: 7/ 17/2015 a411er Maneect„.= Calculations Package 15-009523-01 Time: 1O:2O AM Page: 29 of 129 Shape: Bowling Lanes Loads and Codes - Shape: Bowling Lanes City: Tukwila County: Icing State: Washington Country: United States Building Code: 2012 International Building Code Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 1 OAISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Collateral Gravity:5.00 psf Frame Weight (assumed for seismic):4.00 psf - USR Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description A D 2.861 psf Entire Frm Covering Weight - 24 MR-24 + Secondary Weight 1.66 : Roof: A A D 1.200 psf Entire Pur Covering Weight - 24 MR-24: Roof: A B D 2.813 psf Entire Frm Covering Weight - 24 MR-24 + Secondary Weight 1.61 : Roof: B B D 1.200 psf Entire Pur Covering Weight - 24 MR-24: Roof: B Roof Live Load Roof Live Load: 20.00 psf Not Reducible Wind Load Wind Speed: 110.00 (85.21) mph Gust Factor: 1.0000 Wind Enclosure: Enclosed Least Horiz. Dimension: 1011510 Height Used: 23/9/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windborne Debris Region Primary Zone Strip Width: 19/0/0 Parts / Portions Zone Strip Width: 9/6/0 Velocity Pressure: (qz) 30.98 psf qz= 0.00256 * (1.00) * (I 10.00)A2 * (1.00) Topographic Factor: 1.0000 The 'Low Rise' Method is Used Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.935) Basic Wind Pressure: 24.62 psf Snow Load Ground Snow Load: 25.00 psf Rain Surcharge: 0.00 Flat Roof Snow: 17.50 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Design Snow (Sloped): 17.50 psf Thermal Category (Factor): Heated (1.00) Specified Minimum Roof Snow: 25.00 psf (USR) Obstructed or Not Slippery Snow Accumulation Factor: 1.000 Slope Reduction: 1.00 Snow Importance: 1.000 Slope Used: 2.386 ( 0.500:12 ) Ground / Roof Conversion: 0.70 Snow Drift on Roof A Snow Drift Number: 1 Snow Drift (from Wall 1, Shape Bowling Lanes) Basic Snow Density: 17.25 Ib/ft3 Average Height: 2/l/5 Snow Uniform: 1/0/3 Upper Roof Slope: 0.000 ( 0.000:12 ) Start 121/7/0 End 121/7/0 Wall Start Height: 3/2/0 Wall End Height: 1/0/10 Snow Drift Height: 2/1/13 Snow Drift Height: 0/0/8 Snow Drift Width: 14/2/0 Snow Drift Width: 0/3/12 Upper Roof Width: 121/7/0 Upper Roof Width: 121/7/0 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 37.12 psf Drifting Snow: 0.68 psf Max Applied Drift Load: 54.62 psf Max Applied Drift Load: 18.18 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof A Snow Drift Number: 2 Snow Drift (from Wall 1, Shape Bowling Lanes) Basic Snow Density: 17.25 Ib/ft3 Average Height: 3/2/0 Snow Uniform: 1/0/3 Upper Roof Slope: 0.000 ( 0.000:12 ) Start 0/0/0 End 33/9/0 Wall Start Height: 3/2/0 Wall End Height: 3/2/0 Snow Drift Height: 2/1/13 Snow Drift Height: 2/1/13 file: 15-009523-02 Version: 2015.1 Battler Manufacturing, a division of BlueScope Buildings North America, Inc. B'uTLE'f? R Date: 7/ 17/201.5 Butler Manufacturirm Calculations Package 15-009523-01 Time: 10:20 AM Page: 30 of 129 Snow Drift Width: 8/7/5 Snow Drift Width: 8/7/5 Upper Roof Width: 1011510 Upper Roof Width: 1011510 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 37.12 psf Drifting Snow: 37.12 psf Max Applied Drift Load: 54.62 psf Max Applied Drift Load: 54.62 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof A Snow Drift Number: 3 Snow Drift (from Wall 1, Shape Bowling Lanes) Basic Snow Density: 17.25 lb/ft3 Average Height: 6/0/0 Snow Uniform: 1/0/3 Upper Roof Slope: 0.000 ( 0.000:12 ) Start 33/9/0 End 88/l/O Wall Start Height: 6/0/0 Wall End Height: 6/0/0 Snow Drift Height: 2/6/6 Snow Drift Height: 2/6/6 Snow Drift Width: 10/1/9 Snow Drift Width: 10/1/9 Upper Roof Width: 1011510 Upper Roof Width: 101/5/0 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 43.70 psf Drifting Snow: 43.70 psf Max Applied Drift Load: 61.20 psf Max Applied Drift Load: 61.20 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof A Snow Drift Number: 4 Snow Drift (from Wall 1, Shape Bowling Lanes) Basic Snow Density: 17.25 Ib/ft3 Average Height: 3/2/0 Snow Uniform: 1/0/3 Upper Roof Slope: 0.000 ( 0.000:12 ) Start 87/8/0 End 121nlo Wall Start Height: 3/2/0 Wall End Height: 3/2/0 Snow Drift Height: 2/1/13 Snow Drift Height: 2/1/13 Snow Drift Width: 8/7/5 Snow Drift Width: 8/7/5 Upper Roof Width: 1011510 Upper Roof Width: 1011510 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 37.12 psf Drifting Snow: 37.12 psf Max Applied Drift Load: 54.62 psf Max Applied Drift Load: 54.62 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 010/0 Snow Drift on Roof B Snow Drift Number: 1 Snow Drift (from Wall 2, Shape Bowling Lanes) Basic Snow Density: 17.25 lb/ft3 Average Height: 3/2/0 Snow Uniform: 1/0/3 Upper Roof Slope: 0.000 ( 0.000:12 ) Start 0/0/0 End 33/4/0 Wall Start Height: 3/2/0 Wall End Height: 3/2/0 Snow Drift Height: 2/1/13 Snow Drift Height: 2/1/13 Snow Drift Width: 8/7/5 Snow Drift Width: 8/7/5 Upper Roof Width: 1011510 Upper Roof Width: 1011510 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 37.12 psf Drifting Snow: 37.12 psf Max Applied Drift Load: 54.62 psf Max Applied Drift Load: 54.62 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof B Snow Drift Number: 2 Snow Drift (from Wall 2, Shape Bowling Lanes) Basic Snow Density: 17.25 lb/ft3 Average Height: 6/0/0 Snow Uniform: 1/0/3 Upper Roof Slope: 0.000 ( 0.000:12 ) Start 33/4/0 End 87/8/0 Wall Start Height: 6/0/0 Wall End Height: 6/0/0 Snow Drift Height: 2/6/6 Snow Drift Height: 2/6/6 Snow Drift Width: 10/1/9 Snow Drift Width: 10/1/9 File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sures?a o Date: 7/ 1.7/2015 8utisr Martuiacturireg Calculations Package 15-009523-01 Time: 10:20 AM Upper Roof Width: 1011510 Sliding Snow: 0.00 psf Drifting Snow: 43.70 psf Max Applied Drift Load: 61.20 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof B Snow Drift Number: 3 Basic Snow Density: 17.25 Ib/ft3 Snow Uniform: 1/0/3 Start 87/8/0 Wall Start Height: 3/2/0 Snow Drift Height: 2/1/13 Snow Drift Width: 8/7/5 Upper Roof Width: 101/5/0 Sliding Snow: 0.00 psf Drifting Snow: 37.12 psf Max Applied Drift Load: 54.62 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof B Snow Drift Number: 4 Basic Snow Density: 17.25 Ib/ft3 Snow Uniform: 1/0/3 Start 0/0/0 Wall Start Height: 3/2/0 Snow Drift Height: 2/1/13 Snow Drift Width: 14/2/0 Upper Roof Width: 121/7/0 Sliding Snow: 0.00 psf Drifting Snow: 37.12 psf Max Applied Drift Load: 54.62 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 Seismic Load Mapped Spectral Response - Ss:156.00 %g Mapped Spectral Response - S 1:54.00 %g Seismic Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2857x W Brace Seismic Factor (Cs): 0.3077x W Framing R-Factor: 3.5000 Bracing R-Factor:3.2500 Upper Roof Width: 1011510 Sliding Snow: 0.00 psf Drifting Snow: 43.70 psf Max Applied Drift Load: 61.20 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 Snow Drift (from Wall 2, Shape Bowling Lanes) Average Height: 3/2/0 Upper Roof Slope: 0.000 ( 0.000:12 ) End 115/7/0 Wall End Height: 3/2/0 Snow Drift Height: 2/1/13 Snow Drift Width: 8/7/5 Upper Roof Width: 101/5/0 Sliding Snow: 0.00 psf Drifting Snow: 37.12 psf Max Applied Drift Load: 54.62 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 Snow Drift (from Wall 2, Shape Bowling Lanes) Average Height: 2/l/5 Upper Roof Slope: 0.000 ( 0.000:12 ) End 0/0/0 Wall End Height: 1/0/10 Snow Drift Height: 0/0/8 Snow Drift Width: 0/3/12 Upper Roof Width: 121/7/0 Sliding Snow: 0.00 psf Drifting Snow: 0.68 psf Max Applied Drift Load: 18.18 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Frame Redundancy Factor:1.3000 Brace Redundancy Factor:1.3000 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Framing Fundamental Period: 0.3514 Bracing Fundamental Period: 0.2143 Fundamental Period Height Used: 23/7/8 Design Spectral Response - Sds: 1.0000 Design Spectral Response - Shc : 0.5400 Page: 31 of 129 Side Type Mag Units Shape Applied to Description 3 E 3.156 psf Entire Frm Seismic: Covering Weight - 10.00 NBBMC - Panel + Secondary Weight 1.05 : Wall: 3 3 E 3.399 psf Entire Brc Seismic: Covering Weight - 10.00 NBBMC - Panel + Secondary Weight 1.05: Wall: 3 3 E 4.419 psf Entire Grt Seismic: Covering Weight - 10.00 NBBMC - Panel + Secondary Weight 1.05 : Wall: 3 4 E 54.000 plf Line Frm Brc Seismic Load Wall 4 15psf 4 E 54.000 plf Line Frm Brc Seismic Load Wall 4 15psf 4 E 4.286 psf Entire Frm Seismic: Covering Weight - 15.00 NBBMC - Masonry + Secondary Weight 0.00: Wall: 4 4 E 4.615 psf Entire Brc Seismic: Covering Weight - 15.00 NBBMC - Masonry + Secondary Weight 0.00: Wall: 4 5 E 3.155 psf Entire Frm Seismic: Covering Weight - 10.00 NBBMC - Panel + Secondary Weight 1.04 : Wall: 5 5 E 3.398 psf Entire Brc Seismic: Covering Weight - 10.00 NBBMC - Panel + Secondary Weight 1.04 : Wall: 5 5 E 4.417 psf Entire Grt Seismic: Covering Weight - 10.00 NBBMC - Panel + Secondary Weight 1.04 : Wall: 5 A E 3.389 psf Entire Frm Seismic: Covering Weight - 24 MR-24 + Secondary Weight 1.66 + (Includes 5.000 Collateral 4.000 Frame Weight) : Roof: A Pile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of 131ueScope Buildings North America, Inc. suT�.�JT Date: 7/ 17/201.5 Calculations Package 15-009523-01 Time: 1O:2O AM Butler Manufacturing Page: 32 of 129 Side Type Mag Units Shape Applied to Description A E 3.650 psf Entire Brc Seismic: Covering Weight - 24 MR-24 + Secondary Weight 1.66 + (Includes 5.000 Collateral 4.000 Frame Weight) : Roof: A A E 16.080 psf Rect Frm Seismic Effect From Collateral Load: Weight of RTU-I (1200 lbs) : Roof: A A E 17.317 psf Rect Brc Seismic Effect From Collateral Load: Weight of RTU-1 (1200 lbs) : Roof: A A E 11.349 psf Rect Frm Seismic Effect From Collateral Load: Weight of RTU2-4T : Roof: A A E 12.222 psf Rect Brc Seismic Effect From Collateral Load: Weight of RTU24T : Roof: A B E 3.375 psf Entire Frm Seismic: Covering Weight - 24 MR-24 + Secondary Weight 1.61 + (Includes 5.000 Collateral 4.000 Frame Weight) : Roof: B B E 3.635 psf Entire Brc Seismic: Covering Weight - 24 MR-24 + Secondary Weight 1.61 + (Includes 5.000 Collateral 4.000 Frame Weight) : Roof: B B E 15.602 psf Rect Frm Seismic Effect From Collateral Load: Weight of RTU3-7.5T : Roof: B B E 16.802 psf Rect Brc Seismic Effect From Collateral Load: Weight of RTU3-7.5T : Roof: B B E 12.353 psf Rect Frm Seismic Effect From Collateral Load: Weight of RTU4-1 OT : Roof: B B E 13.304 psf Rect Brc Seismic Effect From Collateral Load: Weight of RTU4-1 OT : Roof: B Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting:Exterior Wall with Brittle Finish (ie. Plaster) Purlins are supporting: Metal Roof Panels Girts are supporting:Exterior Wall with Brittle Finish (ie. Plaster) ilacion I.narl ('nmhinakinnc _ Fr ino No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0D+I.0CG+1.0<S+1.0SD D+CG+<S+SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 1) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 4) 11 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI (Span 1) 12 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PH 1(Span 4) 13 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 14 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 15 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 16 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 17 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 18 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 19 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 20 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 21 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 22 System 1.000 0.6 MW MW -Wall: 1 23 System 1.000 0.6 MW MW - Wall: 2 24 System 1.000 0.6 MW MW - Wall: 3 25 System 1.000 0.6 MW MW - Wall: 4 26 System 1.000 0.6 MW MW - Wall: 5 27 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 28 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 29 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 30 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 31 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 32 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 33 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D+CG+L+W1> 34 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 35 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 36 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 37 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 38 System 1.000 1.OD+1.0CG+0.75L+0.45WPR D+CG+L+WPR 39 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+W1> 40 System 1.000 1.0D+I.0CG+0.755+0.45<WI D+CG+S+<WI 41 System 1.000 1.0D+I.0CG+0.755+0.45W2> D+CG+S+W2> 42 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 43 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueSeope Buildings North America, Inc. BUTt� Date: 7/ 17/2015 Butler ManufactuHnq Calculations Package 15-009523-01 Time:1O:2O AM Page: 33 of 129 44 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 45 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 46 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 47 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 48 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 49 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 50 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 51 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 52 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 53 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 54 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 55 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 56 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- 57 System Derived 1.000 1.OD+1.00G+0.6WPR +0.6WB1> D+CG+WPR+WB1> 58 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WB1> 59 System Derived 1.000 1.OD+1.00G+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WB1> 60 System Derived 1.000 1.OD+I.00G+0.75S+0.45WPR +0.45WBI> D+CG+S+WPR+WB1> 61 System Derived 1.000 1.OD+1.00G+0.6WPR +0.6<WB1 D+CG+WPR+<WB1 62 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR+<WB1 63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B 1 D + CG + L + WPR + <W B 1 64 System Derived 1.000 I.OD+1.00G+0.755+0.45WPR +0.45<WB1 D+CG+S+WPR+<WBl 65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 66 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + WB2> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 70 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 71 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 73 System Derived 1.000 LOD+1.00G+0.6WPL +0.6WB3> D + CG + WPL + WB3> 74 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 75 System Derived 1.000 1.OD+1.0CG+0.75L+0.45WPL +0.45WB3> D+CG+L+WPL+WB3> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3> 77 System Derived 1.000 1.OD+1.00G+0.6WPL +0.6<WB3 D + CG + WPL + <WB3 78 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 79 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 81 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 82 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 84 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 86 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 87 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 88 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 89 System Derived 1.000 0.6 MWB MWB -Wall: 1 90 System Derived 1.000 0.6 MWB MWB - Wall: 2 91 System Derived 1.000 0.6 MWB MWB - Wall: 3 92 System Derived 1.000 0.6 MWB MWB - Wall: 4 93 System Derived 1.000 0.6 MWB MWB - Wall: 5 94 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 95 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 96 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 97 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 98 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 99 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 100 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 101 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 102 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 103 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 1 04 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 105 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 106 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 107 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 108 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 109 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 110 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB ill System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SLITL6Pt Butler Manufaaturlr Calculations Package 15-009523-01 Date: 7/ 17/201.5 Time: 10:20 AM Page: 34 of 129 112 I Special 1.000 I1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ l 113 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Design Load Combinations - Brarino No. Ori in Factor Application Description 1 System 1.000 1.0D+0.6W1> D+W1> 2 System 1.000 1.0 D + 0.6 <W 1 D + <W I 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 MW MW - Wall: 5 14 System 1.000 1.0 D + 0.7 E> D + E> 15 System 1.000 1.0 D + 0.7 <E D + <E 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W I 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W I 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W 3 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 31 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W l> D + CG + S + W 1> 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W I D + CG + S + <W 1 34 System Derived 1.000 1.0 D + LO CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3> 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 40 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 41 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 42 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG- 43 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG- Design Load Combinations - Purlin No. Ori in Factor I Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 SMS D + CG + SMS 3 System 1.000 1.0D+I.0CG+I.0S+I.0SD D+CG+S+SD 4 System 1.000 1.0D+I.0CG+I.0US1* D+CG+US1* 5 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *USI 6 System 1.000 LO D + 1.0 CG + 1.0 PFl D + CG + PFI (Span 1) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFI(Span 8) 8 System L000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI (Span 1) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PH ](Span 8) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 12 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 13 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 4 14 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 5 15 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 6 16 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 7 File: 15-009523-02 Version: 2015.1 BLItler Manufacturing, a division of BlueScope Buildings North Arnerica, Inc. TLER n Date: 7/17/2015 e.........�ur„� Calculations Package 15-009523-01 Time:10:20 AM . �. Page: 35 of 129 17 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB1> D+CG+W1>+WB1> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> D + CG + <W2 + WB I> 19 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WB1> 20 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WB1> 21 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WBI> D+CG+L+WI>+WB1> 22 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WBI> D+CG+L+<W2+WB1> 23 System Derived 1.000 1.0D+1.0CG+0.75S+0.45W1>+0.45WB1> D+CG+S+WI>+WB1> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 W B 1> D + CG + S + <W2 + WB 1> 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB I D + CG + W 1> + <WB 1 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB 1 27 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+WI>+<WB1 28 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6 <WB 1 D+CU+<W2+<WB1 29 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45<WB1 D+CG+L+W1>+<WB1 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB I D+CG+L+<W2+<WB1 31 System Derived 1.000 1.0D+LOCG+0.75S+0.45W1>+0.45 <WB 1 D + CG + S + W I > + <WB 1 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB 1 D + CG + S + <W2 + <WB 1 33 System Derived 1.000 1.0D+I.0CG+0.6WI>+0.6WB2> D+CG+W1>+WB2> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 35 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> D+CU+WI>+WB2> 36 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 37 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WB2> D+CG+L+W1>+WB2> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 WB2> D + CG + S + W 1 > + W B2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + W B2> 41 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB2 D + CG + W 1> + <WB2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 43 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+W1>+<WB2 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D+CU+<W2+<WB2 45 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WB2 D+CG+L+W1>+<WB2 46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 <WB2 D + CG + S + W 1> + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB3> D + CG + W 1> + WB3> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB3> D + CU + W 1> + WB3> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB3> D + CG + L + W 1> + WB3> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 WB3> D + CG + S + W 1> + WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> D + CG + S + <W2 + WB3> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB3 D + CG + W 1> + <WB3 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 59 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 D+CU+WI>+<WB3 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D+CU+<W2+<WB3 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB3 D + CG + L + W 1> + <WB3 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB3 63 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45<WB3 D+CG+S+W1>+<WB3 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB4> D + CG + W 1> + WB4> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + W B4> 67 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB4> D+CU+WI>+WB4> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 69 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45WB4> D + CG + L + WI > + WB4> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 71 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WI>+0.45WB4> D+CG+S+W1>+WB4> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + WB4> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB4 D + CG + W 1> + <WB4 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 75 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB4 D+CU+WI>+<WB4 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D+CU+<W2+<WB4 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB4 D + CG + L + W 1> + <WB4 78 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 79 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 <WB4 D + CG + S + W 1> + <WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 81 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 82 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG- 83 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Burr -mot: a 6uner Manufacturing Calculations Package 15-009523-01 Design Load Combinations - Girt Date: 7/ 1.7/2015 Time:10:20 AM Page: 36 of 129 No. Origin Factor Application Description 1 System 1.000 0.6 W1> WI> 2 System 1.000 0.6 <W2 <W2 3 System 1.000 0.7 E> E> 4 System 1.000 0.7 <E <E Design Load Combinations - Roof - Panel No. Origin Factor Application Description l System 1.000 1.0 D+ l A L D+ L 2 System 1.000 1.0 D + 1.0 SMS D + SMS 3 System 1.000 1.0 D + 1.0 S + 1.0 SD D + S + SD 4 System 1.000 1.0 D + 1.0 US 1 * D + US 1 * 5 System 1.000 LO D + 1.0 *USI D + *US1 6 System 1.000 1.0D+0.6<W2 D+<W2 7 System 1 1.000 10.6D+0.6W1> ID+WI> Design Load Combinations - Wall - Panel No. Origin Factor I Application Description 1 2 System System 1.000 0.6 W 1 > 1.000 0.6 <W2 WI> <W2 Deflection Load Combinations - Framing No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 WI> WI> 4 System 1.000 60 180 0.42 <W 1 <W 1 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 1 50 1 0 3.0 <E + 3.0 EG- <E + EG- Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Descri tion 1 System 1.000 150 1.0 L L 2 System 1.000 180 1.0 SMS SMS 3 System 1.000 180 0.42 WI> W1> 4 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Ori in Factor Deflection Application Description 1 System 1.000 240 0.42 W1> WI> 2 System 1.000 240 0.42 <W2 <W2 3 System 1.000 240 0.5 E> E> 4 System 1.000 240 0.5 <E <E Deflection Load Combinations - Roof - Panel No. Origin Factor I Def H DefV I Application Description 1 2 System S stem 1.000 1.000 1 60 60 60 60 1.0 SMS 0.42 <W2 SMS <W2 Load Type Descriptions Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load US1 * Unbalanced Snow Load 1, Shifted Right *US1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFl Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BLTLE Date: 7/ 1.7/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 37 of 129 Load Type Descriptions Load Type Descriptions PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W 1> Wind Load, Case 1, Right <W I Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPA1 Wind Parallel - Ref A, Case l WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1 W PC2 Wind Parallel - Ref C, Case 2 WPD 1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle I <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL*(1) Aux Live, Right, Aisle I *AL(1) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle I <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(I) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U 1 User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction File:.15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. StJTLEf? n Butler Manufacturing Calculations Package 15-009523-01 Load Type Descriptions Load Type Descriptions UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load v Shear User Applied Surface Loads (Local Coordinate Svstem) Date: 7/ 17/2015 Time:10:20 AM Page: 38 of 129 Side Shape Units Type Description Ma X-Loc Y-Loc Frm Brc Girt Pur Pnl Supp.1 Dir. Loc. 4 SP psf W Wind Parapets 24.62 0/0/0 23/6/0 Y Y N N N N IN OF 4 SP psf W Wind Parapets 24.62 0/0/0 26/0/0 Y Y N N N N IN OF 4 SP psf W Wind Parapets 24.62 10115/ 26/0/0 Y Y N N N N IN OF 4 SP psf W Wind Parapets 24.62 101/5/ 23/6/0 Y Y N N N N IN OF 4 SP psf W Wind Parapets 24.62 50/7/8 25/7/0 Y Y N N N N IN OF 4 LN plf E Seismic Load Wall 4 15psf 54.00 0/0/0 23/6/0 Y Y N N N N IN OF 4 LN plf E Seismic Load Wall 415psf 54.00 50/9/0 25/7/5 Y Y N N N N IN OF 4 LN plf E Seismic Load Wall 4 15psf 54.00 50/9/0 25/7/5 Y Y N N N N IN I OF 4 LN If E Seismic Load Wall 4 15psf 54.00 101/6/0 23/6/0 Y Y N N N N IN OF User Defined Frame Line Loads for Cross Section: 1 Side Units Type Description Magi Locl Ma 2 Loc2 Supp. Dir. Coef. Loc. 2 plf E> Seismic Load Wall 4 15psf 54.00 0/0/2 54.00 50/6/0 N RIGHT 1.000 CL 2 plf <E Seismic Load Wall 4 15psf -54.00 0/0/2 -54.00 50/6/0 N LEFT 1.000 CL 3 plf E> Seismic Load Wall 4 15psf 54.00 0/6/0 54.00 50/6/0 N RIGHT 1.000 OF 3 plf <E Seismic Load Wall 4 15psf -54.00 0/6/0 -54.00 50/6/0 N LEFT 1.000 OF 1000 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -0.00 23/6/0 -1299.25 24/6/13 N OUT 1.000 OF 1000 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -1299.25 24/6/13 -1297.06 24/6/1 N OUT 1.000 OF 1000 plf <E Seismic Load Wall 4 15psf->Resolved From Plane 0.00 23/6/0 1299.25 24/6/13 N IN 1.000 OF 1000 plf <E Seismic Load Wall 4 15psf->Resolved From Plane 1299.25 24/6/13 1297.06 24/6/14 N IN 1.000 OF 1001 plf E> Seismic Load Wall 415psf->Resolved From Plane -2.19 24/6/1 -2.19 24/6/14 N OUT 1.000 OF 1001 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -2.19 24/6/1 -1299.25 25/7/5 N OUT 1.000 OF 1001 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -1299.25 25/7/5 -0.00 25/7/5 N OUT 1.000 OF 1001 plf <E Seismic Load Wall 4 15psf->Resolved From Plane 2.19 24/6/14 2.19 24/6/141 N IN 1,000 OF 1001 plf <E Seismic Load Wall 4 15psf->Resolved From Plane 2.19 24/6/1 1299.25 25/7/5 N IN 1.000 OF 1001 if <E Seismic Load Wall 4 15 sf->Resolved From Plane 1299.25 25/7/5 0.0 25/7/5 N IN 1.000 OF File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. surtrr m Date: 7/ 1.7/201.5 Butler ManufacturhV Calculations Package 15-009523-01 Time: 10:20 AM M Page: 39 of 129 j I I a I I I � I I I i I i i I i I I I I I f i I I i I- I � i i 5 � i i I <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer y j `P ° �� z . File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. <�'R Date: 7/ 17/201.5 8utier Manufacturing Calculations Package 15-009523-01 Time: 1O:2O AM Page: 40 of 129 B>r at lnwnmalry RporC.. ,. , Shape: Bowling Lanes Loads and Codes - Shape: Bowling Lanes City: Tukwila County: King State: Washington Country: United States Building Code: 2012 International Building Code Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: l OAISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):4.00 psf - USR Wind Load Wind Speed: 110.00 (85.21) mph The 'Low Rise' Method is Used Wind Exposure (Factor): C (0.935) Parts Wind Exposure Factor: 0.935 Wind Enclosure: Enclosed Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 19/0/0 Parts / Portions Zone Strip Width: 9/6/0 Basic Wind Pressure: 24.62 psf Snow Load Ground Snow Load: 25.00 psf Flat Roof Snow: 17.50 psf Design Snow (Sloped): 17.50 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Obstructed or Not Slippery Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting: Exterior Wall with Brittle Finish (ie. Plaster) Purlins are supporting:Metal Roof Panels Girts are supporting:Exterior Wall with Brittle Finish (ie. Plaster) Design Load Combinations - Bracing Seismic Load Mapped Spectral Response - Ss:156.00 %g Mapped Spectral Response - S1:54.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.3514 Bracing Fundamental Period: 0.2143 Framing R-Factor: 3.5000 Bracing R-Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor:1.3000 Brace Redundancy Factor: 1.3 000 Frame Seismic Factor (Cs): 0.2857 x W Brace Seismic Factor (Cs): 0.3077 x W Design Spectral Response - Shc : 0.5400 Design Spectral Response - Sds: 1.0000 No. Origin Factor Application Description 1 System 1.000 1.0D+0.6W1> D+WI> 2 System 1.000 1.0 D + 0.6 <W 1 D + <W 1 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW -Wall: t 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 MW MW - Wall: 5 14 System 1.000 1.0 D + 0.7 E> D + E> 15 System 1.000 1.0 D + 0.7 <E D + <E 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> D + CG + W 1 > 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1 > D+CU+WI> 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W I D + CU + <W 1 26 System Derived 1.000 0.6D+0.6CU+0.6W2> D+CU+W2> 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. $uriFR� Date: 7/ 1.7/201.5 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 41 of 129 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 3 D + CU + <W3 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 31 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> D + CG + S + W 1> 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W 1 D + CG + S + <W l 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3> 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W 3 D + CG + S + <W 3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 40 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 41 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 42 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG- 43 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of I31ueScope Buildings North America, Inc. Bury Eft Date: 7l 17/201.5 Bu„ef Manufacturing Calculations Package 15-009523-01 Time: 1 O:2O AM Page: 42 of 129 Diagonal Bracing Memher Decivn Snmmarve Rnof A Mem. No. Bracing Shape Length ft) Angle Design Axial k) Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment 1 R 0.5 35.34 46.3 -3.27 1.0000 1.0000 0.713 1.OD+0.7<E passed 2 R 0.5 35.34 46.3 -3.19 1.0000 1.0000 0.696 1.OD+0.7E> passed 3 R 0.75 34.96 46.8 -10.63 1.0000 1.0000 0.978 1.OD+0.7<E passed 4 R 0.75 34.96 46.8 -10.60 1.0000 1.0000 0.975 1.OD+0.7E> passed 5 R 0.5 35.3 46.3 -3.16 1.0000 1.0000 0.689 LOD+I.00G+0.7<E+0.7EG+ passed 6 R 0.5 35.34 46.3 -3.13 1.0000 1.0000 0.683 1.OD+0.7E> passed 7 R 0.75 34.96 46.8 -10.57 1.0000 1.0000 0.972 LOD+l.00G+0.7<E+0.7EG+ passed 8 R0.75 34.96 46.8 -10.54 1.0000 1.0000 0.970 LOD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.250, Load Case l .OD+0.7<E, Factored F = 3.27, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case 1.OD+0.7<E, Factored F = 3.27, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.250, Load Case I.OD+0.7E>, Factored F = 3.19, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case I.OD+0.7E>, Factored F = 3.19, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot: Web Thk = 0.250, Load Case 1.OD+0.7<E, Factored F = 10.63, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.375, Load Case 1.OD+0.7<E, Factored F = 10.63, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: l 5-009523-02 Version: 2015. 1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BElTLEJ4 m Calculations Package 15-009523-01 Date: 7/ 17/2015 Time:10:20 AM Page: 43 of 129 4 Left Slot: Web Thk = 0.375, Load Case 1.OD+0.7E>, Factored F = 10.60. E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case I.OD+0.7E>, Factored F = 10.60, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 5 Left Slot: Web Thk = 0.250, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 3.16, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 3.16, E factor = 1.000. stress increase = 1.000, slot offset, = 3.000, web -flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 6 Left Slot: Web Thk = 0.250, Load Case 1.OD+0.7E>, Factored F = 3.13, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.188, Load Case 1.OD+0.7E>, Factored F = 3.13, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 7 Left Slot: Web Thk = 0.250, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 10.57, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.375, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 10.57, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 8 Left Slot: Web Thk = 0.375, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 10.54, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 10.54, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Strut Bracing Member Design Summary: Roof A Mem. Bracing Length Design i Seismic Stress Stress Governing Design I Description No. 1 Shape ft Axial k Factor Factor Ratio Load Case Status 6 FF 2.8750.113x10 25.00 9.181 2.5000 1.0000 0.949 1.OD+l.00G+0.7<E+0.7EG+ passed Eave Strut, Collector 12 1 3P 8xl/4xO.1345x12 25.00 10.351 2.5000 1.0000 0.799 LOD+I.00G+0.7<E+0.7EG+ passed Eave Strut, Collector Mem. End Strut Connection Design Information 6 Left Clip 9.00xl6.000.375 w/ (2) 0.875in. Grade 8.8, Clip tensile rupture and Block shear OK, OKClip tensile rupture and Block shear, Me = 27.59, OKClip tensile rupture and Block shear, Clip to web weld 0.188 One, Clip to flange weld 0.188 One >> PASSED. Right Clip 9.00xl6.000.375 w/ (2) 0.875in. Grade 8.8, Clip tensile rupture and Block shear OK, OKClip tensile rupture and Block shear, Me = 37.03, OKCli tensile ru ture and Block shear, Clip to web weld 0.188 One, Clip to flange weld 0.188 One >> PASSED. 12 Left Clip 3MZG0740610000003B (2) Rows of (3) 0.750in. ASTM A325N, Axial 25.88k, Vertical Shear 10.05k, Bolt Shear Stress Ratio 2.33/4.04 = 0.58 OK, Bolt Bearing Min Web Thickness 0.087in. < Strut Web Thickness 0.134in. OK, Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740610000003B (2) Rows of (3) 0.750in. ASTM A325N, Axial 25.88k, Vertical Shear 10.05k, Bolt Shear Stress Ratio 2.33/4.04 = 0.58 OK, Bolt Bearing Min Web Thickness 0.087in. < Strut Web Thickness 0.134in. OK, Clip Weld Fillet Both Sides 0.188in. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. SUTLEPt I Date: 7/ 17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: I0:2O AM Page: 44 of 129 Diaconal Bracing Member Design Summarv: Roof B Mem. No. Bracing Shape Length ft) Angle Design Axial (k) Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment t R 0.5 35.34 46.3 -4.23 1.0000 I.0000 0.921 1.OD+I.00G+0.7E>+0.7EG+ passed 2 R 0.5 35.34 46.3 -4.07 1.0000 1.0000 0.886 1.OD+I.00G+0.7<E+0.7EG+ passed 3 R 0.75 34.96 46.8 -10.26 1.0000 1.0000 0.944 I.OD+0.7E> passed 4 R 0.75 34.96 46.8 -10.39 1.0000 1.0000 0.956 I.OD+0.7<E passed 5 R 0.625 35.34 46.3 -4.79 1.0000 1.0000 0.645 1.OD+0.7E> passed 6 R 0.625 35.34 46.3 -4.74 1.0000 1.0000 0.638 1.OD+0.7<E passed 7 R 0.75 34.96 46.8 -10.17 1.0000 1.0000 0.936 1.OD+0.7E> passed 8 R0.75 34.96 46.8 -10.23 1.0000 1.0000 0.941 1.OD+0.7<E passed 9 R 0.625 29.24 58.0 -5.87 1.0000 1.0000 0.790 LOD+I.00G+0.7E>+0.7EG+ passed 10 R 0.625 28.61 58.0 -5.22 1.0000 1.0000 0.703 1.OD+I.00G+0.7<E+0.7EG+ passed 11 R 0.625 20.26 71.3 -4.08 1.0000 1.0000 0.550 1.OD+I.00G+0.7E>+0.7EG+ passed 12 R 0.625 25.441 74.7 -4.501 1.00001 1.00001 0.605 1.OD+I.00G+0.7<E+0.7EG+passed Mem. End Diagonal Connection Design Information l Left Slot: Web Thk = 0.188, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 4.23, E factor=1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 4.23, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.250, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 4.07, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 4.07, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, Web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of I31ueScope Buildings North America, Inc. 4-0—t-77TOPIO Butter Manufacturing Calculations Package 15-009523-01 Date: 7/ 17/201.5 Time: 10:20 AM Page: 45 of 129 3 Left Slot: Web Thk = 0.250, Load Case 1.OD+0.7E>, Factored F = 10.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.375, Load Case I.OD+0.7E>, Factored F = 10.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 4 Left Slot: Web Thk = 0.375, Load Case 1.OD+0.7<E, Factored F = 10.39, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case 1.OD+0.7<E, Factored F = 10.39, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 5 Left Slot: Web Thk = 0.250, Load Case 1.OD+0.7E>, Factored F = 4.79, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case I.OD+0.7E>, Factored F = 4.79, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 6 Left Slot: Web Thk = 0.250, Load Case 1.OD+0.7<E, Factored F = 4.74, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case 1.OD+0.7<E, Factored F = 4.74, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 7 Left Slot: Web Thk = 0.250, Load Case 1.OD+0.7E>, Factored F = 10.17, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.375, Load Case 1.OD+0.7E>, Factored F = 10.17, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 8 Left Slot: Web Thk = 0.375, Load Case I.OD+0.7<E, Factored F = 10.23, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.250, Load Case 1.OD+0.7<E, Factored F = 10.23, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 9 Left Clevis Connection Per DP 3.15.2, SQW 5.Ox5,Ox0.375, Design angle = 57.5 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.Ox0.375, Design angle = 57.5 deg, flange offset = 4.500 in., SQW To Web and Clip Weld 3/16" 1- side Fillet 10 Left Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 56.8 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1-side Fillet Ri ht TBC connection OK l 1 Left TBC connection OK Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.Ox0.375, Design angle = 70.4 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1-side Fillet 12 Left Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 74.4 deg, flange offset = 4.500 in., SQW To Web and Clip Weld 3/16" 1- side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 74.4 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1-side Fillet Strut Rrarino Mpmher Dpsisn Summarv: Roof R Mem. Bracing Length Design Seismic Stress Stress Governing Design Description No. Shape ft Axial k) Factor Factor Ratio Load Case Status 6 3P 8x3/8x0.1345x12 25.00 9.37 2.5000 1.0000 0.493 1.OD+0.7<E passed Eave Strut, Collector 12 3P 8xl/4x0.1345xl2 25.00 11.93 2.5000 1.0000 0.911 1.OD+I.00G+0.7E>+0.7EG+ passed Eave Strut, Collector Mem. End Strut Connection Design Information 6 Left Clip 3MZG0740607000002B (2) Rows of (2) 0.750in. ASTM A325N, Axial 23.43k, Vertical Shear 10.30k, Bolt Shear Stress Ratio 2.15/2.43 = 0.88 OK, Bolt Bearing Min Web Thickness 0.134in. < Strut Web Thickness 0.134in. OK, Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740607000002B (2) Rows of (2) 0.750in. ASTM A325N, Axial 23.43k, Vertical Shear 10.30k, Bolt Shear Stress Ratio 2.15/2.43 = 0.88 OK, Bolt Bearing Min Web Thickness 0.134in. < Strut Web Thickness 0.134m. OK, Clip Weld Fillet Both Sides 0.188in. 12 Left Clip 3MZG0740610000003B (2) Rows of (3) 0.750in. ASTM A325N, Axial 29.81k, Vertical Shear 10.63k, Bolt Shear Stress Ratio 2.65/4.04 = 0.66 OK, Bolt Bearing Min Web Thickness 0.099in. < Strut Web Thickness 0.134in. OK, Clip Weld Fillet Both Sides O.188in. Right Clip 3MZG0740610000003B (2) Rows of (3) 0.750in. ASTM A325N, Axial 29.81k, Vertical Shear 10.63k, Bolt Shear Stress Ratio 2.65/4.04 = 0.66 OK, Bolt Bearing Min Web Thickness 0.099in. < Strut Web Thickness 0.134in. OK, Clip Weld Fillet Both Sides 0.188in. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SIfTL I Date: 7/ 1.7/2015 0utler Manufacturing Calculations Package 15-009523-01 Time: 1O:2O AM Page: 46 of 129 Diagonal Bracing Member Design Summarv: Sidewall 3 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft Axial k Factor Factor Ratio Load Case Status 1 R 1.125 33.33 43.8 -15.85 1.3000 1.0000 0.834 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 1.125 33.33 43.8 -15.45 1.3000 1.0000 0.813 I.OD+I.00G+0.7E>+0.7EG+ passed 3 R 1.125 33.33 43.8 -15.87 1.3000 1.0000 0.835 I.OD+I.00G+0.7<E+0.7EG+ passed 4 R 1.125 32.27 43.8 -16.45 1.300 1.0000 0.865 I.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 43.8 deg, , dimA = 5.188 in., SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Web Yielding -> Web Stiffener and Opposite Conrac Weld Added 2 Left Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Web Yielding -> Web Stiffener and Opposite Conrac Weld Added Right IClevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 43.8 deg_ , dimA = 5.313 in., SQW Weld 0.19 Fillet Both 3 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 43.8 deg, , dimA = 5.313 in., SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Web Yielding -> Web Stiffener and Opposite Conrac Weld Added 4 Left Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Web Yielding -> Web Stiffener and Opposite Conrac Weld Added Right Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 42.0 deg, , dimA = 5.188 in., SQW Weld 0.19 Fillet Both File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Sl1TLER Date: 7/ 17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 1O:2O AM Page: 47 of 129 Diagonal Bracing Member Desi n Summar : Sidewall 5 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) Axial k) Factor Factor Ratio Load Case Status 1 R 1.125 32.59 43.8 -15.56 1.3000 1.0000 0.818 1.OD+I.00G+0.7E>+0.7EG+ passed 2 R 1.125 33.61 43.8 -15.77 1.3000 1.0000 0.830 1.OD+I.00G+0.7<E+0.7EG+ passed 3 R 1.125 33.33 43.8 -14.63 1.3000 1.0000 0.769 I.OD+I.00G+0.7E>+0.7EG+ passed 4 R 1.125 33.33 43.8 -15.79 1.3000 1.0000 0.831 I.OD+I.00G+0.7<E+0.7EG+passed Mem. End Diagonal Connection Design Information I Left Clevis Connection Per DP 3.15.2, SQW 5.Ox5.00.375, Design angle = 42.2 deg, , dimA = 5.188 in., SQW Weld 0.19 Fillet Both Right SP Haunch Clip, Factored F = 31.1, E factor = 2.000, stress increase = 1.000, SP plate tension OK, Design angle = 42.2, For SP clip design see roof strut connection design 2 Left SP Haunch Clip, Factored F = 31.5, E factor = 2.000, stress increase = 1.000, SP plate tension OK, Design angle = 44.0, For SP clip design see roof strut connection design Ri ht Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 44.0 deg_ , dimA = 5.313 in., SQW Weld 0.19 Fillet Both 3 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 43.8 deg, , dimA = 5.313 in., SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Web Yielding -> Web Stiffener and Opposite Conrac Weld Added 4 Left Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Web Yielding -> Web Stiffener and Opposite Conrac Weld Added Ri ht Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 43.8 deg, , dimA = 5.188 in., SQW Weld 0.19 Fillet Both x ._..'.. ..._...s ,,....._..,�.rsn .�.NE WIFE File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SUTLER Date: 7/ 17/201.5 Butler Manufacturing Calculations Package 15-009523-01 Time: 1O:2O AM Page: 48 of 129 ;wSectjncla � 5%l�lmary,�, a ort � � ,sue y �. Loads and Codes - Shape: Bowling Lanes City: Tukwila County: King State: Washington Country: United States Building Code: 2012 International Building Code Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 1 OAISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 110.00 (85.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.935) Parts Wind Exposure Factor: 0.935 Wind Enclosure: Enclosed Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 19/0/0 Parts / Portions Zone Strip Width: 9/6/0 Basic Wind Pressure: 24.62 psf Design Load Combinations - Purlin Roof Covering + Second. Dead Load: Varies Frame Weight (assumed for seismic):4.00 psf - USR Snow Load Ground Snow Load: 25.00 psf Flat Roof Snow: 17.50 psf Design Snow (Sloped): 17.50 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Obstructed or Not Slippery Roof Live Load Roof Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response - Ss:156.00 %g Mapped Spectral Response - SI :54.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.3514 Bracing Fundamental Period: 0.2143 Framing R-Factor: 3.5000 Bracing R-Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor:1.3000 Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.2857 x W Brace Seismic Factor (Cs): 0.3077 x W Design Spectral Response - Shc : 0.5400 Design Spectral Response - Sds: 1.0000 No. Origin Factor Application Description 1 System 1.000 1.0D+1.0CG+1.0L D+CG+L 2 System 1.000 1.0 D + 1.0 CG + 1.0 SMS D + CG + SMS 3 System 1.000 1.0D+I.0CG+I.0S+I.0SD D+CG+S+SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 5 System 1.000 1.0 D + 1.0 CG + 1.0 *USI D +. CG + *US 1 6 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 1) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 8) 8 System 1.000 1.OD+I.00G+I.OPHI D + CG + PHI(Span 1) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHl(Span 8) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 12 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 13 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 4 14 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 5 15 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 6 16 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 7 17 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D+CG+W1>+WBI> 18 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WBI> D+CG+<W2+WB1> 19 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WB1> 20 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WB1> 21 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WBI> D+CG+L+WI>+WBI> 22 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WB1> D + CG + L + <W2 + WB 1 > 23 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WI>+0.45WB1> D+CG+S+WI>+WB1> 24 System Derived 1.000 1.0D+I.0CG+0.755+0.45<W2+0.45WBI> D + CG + S + <W2 + WBI> 25 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB1 D + CG + WI > + <WB 1 26 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6<WBI D + CG + <W2 + <WB 1 27 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+WI>+<WBI 28 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<WB1 D+CU+<W2+<WB1 29 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WBI D + CG + L + W I > + <WBI 30 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45<WB1 D + CG + L + <W2 + <WB1 31 System Derived 1.000 1.0D+1.0CG+0.755+0.45W1>+0.45<WB1 D+CG+S+WI>+<WB1 32 System Derived 1.000 1.0D+I.0CG+0.755+0.45<W2+0.45<WBI D + CG + S + <W2 + <WB 1 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 W B2> D + CG + W 1> + WB2> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 W B2> D + CG + <W2 + W B2> 35 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> D+CU+W1>+WB2> File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of I31116cope Buildings North America, Inc. O Butler Manufacturing Calculations Package 15-009523-01 Date: 7/ 17/201.5 Time: 10:20 AM Page: 49 of 129 36 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D+CU+<W2+WB2> 37 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> D+CG+L+Wl>+WB2> 38 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WB2> D+CG+L+<W2+WB2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 WB2> D + CG + S + W l> + WB2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + WB2> 41 System Derived 1.000 1.0D+I.0CG+0.6WI>+0.6<WB2 D+CG+W1>+<WB2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 43 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+W1>+<WB2 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 45 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WB2 D+CG+L+WI>+<WB2 46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WI > + 0.45 <WB2 D + CG + S + W 1> + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB3> D + CG + W 1> + WB3> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 51 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> D+CU+W1>+WB3> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D+CU+<W2+WB3> 53 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB3> D+CG+L+W1>+WB3> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3> 55 System Derived 1.000 1.0D+1.0CG+0.75S+0.45W1>+0.45WB3> D+CG+S+WI>+WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> D + CG + S + <W2 + WB3> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB3 D + CG + W 1> + <WB3 58 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6<WB3 D + CG + <W2 + <WB3 59 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 D+CU+WI>+<WB3 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 61 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WB3 D+CG+L+W1>+<WB3 62 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 63 System Derived 1.000 1.0D+I.0CG+0.755+0.45W1>+0.45<WB3 D+CG+S+WI>+<WB3 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB4> D + CG + W l> + WB4> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 67 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB4> D+CU+Wl>+WB4> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + W B4> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4> D + CG + L + W 1> + WB4> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 WB4> D + CG + S + W 1 > + W B4> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + WB4> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB4 D + CG + W 1> + <WB4 . 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 75 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB4 D+CU+W1>+<WB4 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D+CU+<W2+<WB4 77 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45<WB4 D+CG+L+WI>+<WB4 78 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 79 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1 > + 0.45 <WB4 D + CG + S + W 1 > + <W B4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 81 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 82 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG- 83 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG- Design Load Combinations - Girt No. Origin Factor Application Descri tion 1 System 1.000 0.6 W1> WI> 2 System 1.000 0.6 <W2 <W2 3 System 1.000 0.7 E> E> 4 System 1.000 0.7 <E <E Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 1.0 SMS SMS 3 System 1.000 180 0.42 W 1> W I> 4 System 1.000 180 0.42 <W2 <W2 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Burc�fz a Butler Manutacturinq Calculations Package 15-009523-01 Date: 7/ 17/2015 Time:10:20 AM Page: 50 of 129 Deflection Load Combinations - Girt No. Origin Factor Deflection Application Description 1 System 1.000 240 0.42 W I> W I> 2 System 1.000 240 0.42 <W2 <W2 3 System 1.000 240 0.5 E> E> 4 System 1.000 240 0.5 <E <E DO Open a SECONDARY Et.EI/ATION AT 6.5 91 g s s Dimension Key 1 F-5" File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sliTE-0- O Date: 7/ 1.7/2015 Butler Manufacturirrp Calculations Package 15-009523-01 Time: 10:20 AM Page: 51 of 129 Dimension Key 1 6" 2 2'-2" 3 Y-6" Maximum Secondary Designs for Shape Bowling Lanes on Side 3 Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % I Ld Lap Id (ft) Status (in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs Bnd Shr Cmb I Wcp I Cs in.) 1,1 22.08 8.500.060 Z Con-60.0 Yes 10.5 _(!gl 0.70 0.00 0.00 0.00 1 0.31 0.16 0.35 0.00 1 10.5 1,2 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.31 0.15 0.34 0.00 1 10.5 0.51 0.27 0.58 0.00 1 0.27 0.14 0.31 0.00 1 10.5 1,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.27 0.14 0.31 0.00 1 10.5 0.48 0.27 0.55 0.00 t 0.30 0.15 0.33 0.00 1 10.5 1,4 25.00 8.5OxO.060 Z Con-60.0 Yes 10.5 0.30 0.15 0.33 0.00 1 10.5 0.61 0.00 0.00 0.00 l 0.25 0.14 0.28 0.00 1 10.5 1,5 18.50 8.500.060 Z Con-60.0 Yes 10.5 0.25 0.13 0.28 0.00 1 10.5 0.39, 0.24 0.46 0.00 1 2,1 22.08 8.500.060 Z Con-60.0 Yes 10.5 0.80 0.00 0.00 0.00 1 0.24 0.15 0.29 0.00 1 10.5 2,2 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.24 0.09 0.26 0.00 1 10.5 0.48 0.17 0.45 0.00 1 0.21 0.09 0.23 0.00 1 10.5 2,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.21 0.13 0.25 0.00 1 10.5 0.72 0.00 0.33 0.00 1 0.24 0.14 0.28 0.00 1 10.5 2,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.24 0.10 0.26 0.00 1 10.5 0.48 0.16 0.41 0.00 2 0.16 0.08 0.18 0.00 1 10.5 2,5 18.50 8.500.060 Z Con-60.0 Yes 10.5 0.16 0.12 0.20 0.00 1 10.5 0.23 0.21 0.31 0.00 1 Maximum See ndary Deflections for Shame Bowlin Lanes on Side 3 Design Id I Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.32 ( U805) 9.50 1 0.42W 1> 1 2 0.19 (U1547) 34.96 1 0.42W1> 1 3 0.22 (U1349) 59.46 1 0.42W 1> 1 4 0.27 (IJ1102) 84.96 1 0.42W 1> 1 5 0.06 (U3264) 107.46 1 0.42W 1> 2 1 0.42 (L/611) 10.00 1 0.42W1> 2 2 -0.08 ( U3932) 27.46 l 0.42W 1> 2 3 0.37 ( U803) 59.46 1 0.42W 1> 2 4 0.05 ( LJ5558) 86.46 l 0.42W I> 2 5 0.11 (U1789) 106.46 1 0.42W 1> Mid -Bay Parapet Support(Id=3,1) : T 8.Ox8.OxO.233 Mid -Bay Parapet Support(ld=3,1) : T 8.Ox8.OxO.233 Mid -Bay Parapet Support(Id=4,1) : T 8.Ox8.OxO.233 Mid -Bay Parapet Sup rt Id=4 1) . T 8.Ox8.OxO.233 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. c3urcE�a r Date: 7/ 17/201.5 ----------��„� Calculations Package 15-009523-01 Time:10:20 AM 4` L a Steel Stud Wall K Page: 52 of 129 c, UL SECMDARY E EVA-nON AT 1 UL Idle: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �ecureER Date: 7/ 17/201.5 Butler Manutactururo Calculations Package 15-009523-01 Time: 10:20 AM Page: 53 of 129 Dimension Key 1 1'-0" 2 6" 3 3'-6" Maximum Secondary Designs for Shape Bowling Lanes on Side 5 Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft) Status (in.) Bnd Shr Cmb Wcp Cs (! Bnd Shr Cmb Wcp Cs Bnd Shr I Cmb Wcp Cs (in.) 1,1 24.50 8.500.060 Z Con-60.0 Yes 10.5 0.94 0.00 0.44 0.00 1 0.34 0.17 0.38 0.00 1 10.5 1,2 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.15 0.37 0.00 1 10.5 0.64 0.25 0.56 0.00 2 0.27 0.14 0.30 0.00 1 10.5 1,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.27 0.14 0.30 0.00 1 10.5 0.45 0.27 0.52 0.00 1 0.28 0.14 0.31 0.00 1 10.5 1,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.28 0.14 0.31 0.00 1 10.5 0.51 0.27 0.57 0.00 1 0.31 0.15 0.34 0.00 1 10.5 1,5 22.08 8.500.060 Z Con-60.0 Yes 10.5 0.31 0.16 0.35 0.00 1 10.5 0.71 0.00 0.00 0.00 1 2,1 24.50 8.500.060 Z Con-60.0 Yes 10.5 0.75 0.02 0.50 0.00 1 0.27 0.16 0.32 0.00 1 10.5 2,2 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.30 0.09 0.25 0.00 1 10.5 0.60 0.18 0.51 0.00 1 0.21 0.08 0.23 0.00 1 10.5 2,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.21 0.14 0.25 0.00 1 10.5 0.84 0.00 0.00 0.00 1 0.22 0.14 0.26 0.00 1 10.5 2,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.22 0.09 0.24 0.00 1 10.5 0.48 0.17 0.44 0.00 1 0.24 0.09 0.26 0.00 1 10.5 2,5 22.08 8.500.060 Z Con-60.0 Yes 10.5 0.24 0.15 0.29 0.00 l 10.5 0.81 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape Bowling Lanes on Side 5 Design Id I Segment Deflection(in.) Ratio Location ft Load Case Description 1 1 0.47 (U599) 11.00 1 0.42W 1> 1 2 0.15 (U1974) 37.88 1 0.42W 1> 1 3 0.26 (IJI 168 ) 61.88 1 0.42W 1> 1 4 0.18 (UI641 ) 86.88 1 0.42W1> 1 5 0.33 (U783) 111.88 1 0.42W 1> 2 1 0.59 (U475) 11.50 1 0.42W1> 2 2 -0.12 (U2471) 30.88 1 0.42W1> 2 3 0.42 (U721) 61.88 1 0.42W1> 2 4 -0.08 (U3933) 93.38 1 0.42W 1> 2 5 0.43 L/600 111.38 1 0.42W1> Mid -Bay Parapet Support(Id=3,1) : T 8.Ox8.OxO.233 Mid -Bay Parapet Support(ld=3,1) : T 8.Ox8.OxO.233 Mid -Bay Parapet Support(Id=4,1) : T 8.Ox8.OxO.233 Mid Bay Parapet Support(Id=4 1) T 8.Ox8.OxO.233 ,. »,,,-,...,.a ,� � �:ya �c ✓ .zys.,-�,s� ,._,,,.a. -✓<;. ;,.«. ... .,...«�. ,;;;,ry � ,�2%���:vj�.".Y�.3 r../F ,.c...,,..w�..�,ik,,,.�„� File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE i - Date: 7/ 17/201.5 Sutler Maaatacturittg Calculations Package 15-009523-01 Time: 10:20 AM Page: 54 of 129 Maximum Secondary Designs for Shape Bowline Lanes on Side A Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft) Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb Wep Cs Bnd Shr Cmb Wep Cs in. 13 8.16 10.00x0.060 Z Sim-60.0 Yes 0.0 0.01 0.06 0.39 0.57 5 2,1 11.68 10.00x0.060 Z Sim-60.0 Yes 0.0 0.01 0.06 0.52 0.77 2 3,1 24.50 10.00x0.088 Z Con-60.0 Yes 46.5 1.03 0.08 0.81 0.00 2 0.62 0.31 0.82 0.82 2 46.5 3,2 25.00 10.00x0.068 Z Con-60.0 Yes 22.5 0.62 0.20 0.82 0.82 2 22.5 0.94 0.45 0.87 0.00 2 0.51 0.34 0.82 0.94 3 22.5 3,3 25.00 10.00x0.060 Z Con-60.0 Yes 34.5 0.51 0.35 0.82 0.94 3 16.5 0.84 0.74 1.02 0.00 3 0.53 0.36 0.84 0.95 3 16.5 3A 25.00 10.00x0.068 Z Con-60.0 Yes 22.5 0.53 0.35 0.84 0.95 3 22.5 0.84 0.52 0.85 0.00 3 0.45 0.25 0.68 0.74 5 22.5 3,5 22.08 10.00 0.073 Z Con-60.0 Yes 34.5 0.45 0.26 0.68 0.74 5 16.5 0.00 0.36 0.61 0.92 3 4,1 24.50 10.00x0.060 Z Con-60.0 Yes 46.5 0.68 0.47 0.73 0.00 3 0.35 0.21 0.52 0.57 3 16.5 4,2 25.00 10.00x0.068 Z Con-60.0 Yes 16.5 0.35 0.20 0.52 0.57 3 16.5 0.57 0.33 0.99 0.91 3 4,3 25.00 10.00x0.068 Z Con-60.0 Yes 16.5 0.57 0.32 0.99 0.91 3 0.40 0.23 0.60 0.65 3 16.5 4A 25.00 10.00x0.060 Z Con-60.0 Yes 16.5 0.40 0.25 0.60 0.65 3 16.5 0.87 0.00 0.53 0.00 3 5,1 24.50 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.54 0.04 0.42 0.00 3 5,2 25.00 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.67 0.05 0.51 0.00 3 5,3 25.00 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.69 0.05 0.52 0.00 3 5A 25.00 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.67 0.05 0.51 0.00 3 5,5 22.08 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.84 0.00 0.00 0.00 3 6,1 24.50 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.97 0.06 0.75 0.00 3 6,2 25.00 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.94 0.00 0.00 0.00 3 6,3 25.00 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.97 0.00 0.00 0.00 3 6A 25.00 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.94 0.00 0.00 0.00 3 6,5 22.08 10.00x0.060 EZ Sim-60.0 Yes 0.0 0.73 0.07 0.63 0.00 3 7,1 8.00 10.000.060 C Sim-60.0 Yes 0.0 0.29 0.39 0.49 0.00 5 8,1 6.191 10.000.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.03 0.00 5 9,1 10.161 10.00x0.060 Z Con-60.0 Yes 16.5 0.65 0.47 0.70 0.00 5 0.37 0.24 0.63 0.74 5 16.5 9,2 25.001 10.00x0.068 Z Con-60.0 Yes 22.5 0.37 0.31 0.63 0.74 5 22.5 0.84 0.51 0.85 0.00 5 0.52 0.34 0.81 0.91 5 22.5 Idle: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlUeScope Buildings North America, Inc. urLC re Date: 7/ 1.7/201.5 --------------- Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 55 of 129 9,3 25.00 10.00xO.060 Z Con-00.0 Yes 34.5 0.52 0.33 0.81 0.91 5 16.5 0.88 0.69 1.00 0.00 5 0.51 0.39 0.85 1.00 5 16.5 9,4 25.00 10.00xO.060 Z Con-60.0 Yes 22.5 0.51 0.39 0.85 1.00 5 16.5 0.90 0.69 1.01 0.00 5 0.53 0.33 0.82 0.93 5 16.5 9,5 22.08 10.00xO.073 Z Con-60.0 Yes 34.5 0.53 0.35 0.82 0.93 5 22.5 0.91 0.00 0.00 0.00 5 10,1 6.65 10.00xO.060 C Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 2 11,1 6.18 10.00xO.060 Z Con-60.0 Yes 16.5 0.64 0.53 0.74 0.00 2 0.43 0.32 0.75 0.89 2 16.5 11,2 25.00 10.000.060 Z Con-60.0 Yes 22.5 0.43 0.37 0.75 0.89 2 22.5 0.83 0.69 0.97 0.00 2 0.56 0.40 0.90 1.03 2 22.5 11,3 25.00 10.000.060 Z Con-60.0 Yes 34.5 0.56 0.39 0.90 1.03 2 22.5 0.85 0.67 0.97 0.00 2 0.50 0.38 0.83 0.98 2 22.5 11,4 25.00 10.00xO.060 Z Con-60.0 Yes 22.5 0.50 0.38 0.83 0.98 2 16.5 0.87 0.67 0.98 0.00 2 0.48 0.28 0.74 0.82 2 16.5 11,5 22.08 10.000.073 Z Con-60.0 Yes 34.5 0.48 0.30 0.74 0.82 2 22.5 0.00 0.35 0.61 0.91 3 12,1 8.00 10.000.060 C Sim-60.0 Yes 0.0 0.37 0.41 0.55 0.00 2 13,1 22.08 10.000.060 Z Sim-60.0 Yes 0.0 0.00 0.40 0.55 0.83 3 14,1 24.50 10.000.088 Z Con-60.0 Yes 46.5 0.87 0.13 0.80 0.00 5 0.59 0.28 0.77 0.76 5 46.5 14,2 25.00 I O.00xO.068 Z Con-60.0 Yes 22.5 0.59 0.20 0.77 0.76 5 16.5 0.70 0.36 0.99 0.00 78 0.41 0.28 0.68 0.80 5 16.5 14,3 25.00 10.00xO.060 Z Con-60.0 Yes 34.5 0.41 0.31 0.68 0.80 5 34.5 0.83 0.70 0.98 0.00 5 0.51 0.33 0.79 0.89 5 34.5 14,4 25.00 10.00xO.068 Z Con-60.0 Yes 22.5 0.51 0.32 0.79 0.89 5 22.5 0.15 0.11 0.98 0.00 83 0.49 0.28 0.73 0.81 5 22.5 14,5 22.08 10.00xO.073 Z Con-60.0 Yes 34.5 0.49 0.30 0.73 0.81 5 34.5 0.58 0.41 1.01 0.00 46 15,1 24.50 10.000.060 EZ Sim-60.0 Yes 0.0 0.59 0.04 0.45 0.00 3 15,2 25.00 10.00xO.060 EZ Sim-60.0 Yes 0.0 0.72 0.05 0.55 0.00 3 15,3 25.00 l O.00xO.060 EZ Sim-60.0 Yes 0.0 0.74 0.06 0.56 0.00 3 15,4 25.00 10.000.060 EZ Sim-60.0 Yes 0.0 0.72 0.05 0.55 0.00 3 15,5 22.08 10.00xO.060 EZ Sim-60.0 Yes 0.0 0.92 0.00 0.39 0.00 3 Maximnm Secnndnry rleflerfinns for Shane Rnwlinn i.anes nn Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.00 ( U6537) 4.50 2 LOSMS 2 1 -0.07 (U1914) 6.50 2 LOSMS 3 1 -0.79 (U356) 11.50 2 LOSMS 3 2 -0.17 ( U1737) 37.38 2 LOSMS 3 3 -0.42 (L/710) 61.38 2 LOSMS 3 4 -0.24 ( U1276) 86.88 2 1.OSMS 3 5 -0.39 (L/669) 111.88 2 LOSMS 4 1 -0.26 (U1085) 11.00 2 LOSMS 4 2 -0.11 ( U2725) 37.88 2 LOSMS 4 3 -0.08 ( U3664) 60.50 2 LOSMS 4 4 -0.36 (L/832) 88.88 2 LOSMS 5 1 -0.29 (U978) 13.00 2 LOSMS 5 2 -0.37 ( U808) 37.00 2 LOSMS 5 3 -0.37 (U808) 62.00 2 LOSMS 5 4 -0.37 (L/808) 87.00 2 LOSMS 5 5 -0.21 (U1258) 110.50 2 LOSMS 6 1 -0.50 (U563) 13.00 2 LOSMS 6 2 -0.64 ( U466) 37.00 2 LOSMS 6 3 -0.64 ( L/466) 62.00 2 LOSMS 6 4 -0.64 ( U466) 87.00 2 LOSMS 6 5 -0.36 ( U725) 110.50 2 LOSMS 7 1 -0.04 ( U2497) 4.00 2 LOSMS 8 1 9 1 0.05 (U2397) 6.50 2 LOSMS 9 2 -0.41 (U740) 22.03 2 LOSMS 9 3 -0.31 ( U974) 48.03 2 LOSMS 9 4 -0.30 (U1005) 72.53 2 LOSMS 9 5 -0.40 ( U645) 97.53 2 LOSMS 10 1 - - - 11 1 0.00 ( U2486) 3.50 2 LOSMS 11 2 -0.42 ( L/720) 18.05 2 LOSMS 11 3 -0.30 (U989 ) 44.05 2 LOSMS 11 4 -0.29 (L/1023) 68.55 2 LOSMS 11 5 -0.38 ( U688) 93.55 2 LOSMS 12 1 -0.04 ( LJ2364) 4.00 2 LOSMS 13 1 -0.45 (U579) 11.00 2 LOSMS 14 1 -0.80 (U354) 11.50 2 LOSMS 14 2 -0.15 ( U2024 ) 37.38 2 LOSMS 14 3 -0.40 (U753) 61.38 2 LOSMS 14 4 -0.20 (U1490) 86.88 2 LOSMS 14 5 -0.40 ( L/650) 111.88 2 LOSMS 15 1 -0.28 ( U1024) 13.00 2 LOSMS 15 2 -0.35 ( U847 ) 37.00 2 LOSMS Pile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BLueScope Buildings North America, Inc. t;urL�,► Date: 7/ 17/2015 ------------- Calculations Package 15-009523-01 Time:10:20 AM Page: 56 of 129 15 3 -0.35 I ( L/847) I 62.00 15 4 -0.35 ( L/847) 87.00 15 5 -0.20 ( L1318) 110.50 LOSMS LOSMS Purlin Anchorage Forces for Shape Bowling Lanes, Roof A. Panel Tvpe is MR24, Pitch = 0.500:12 AR Clip if read - PC7 Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.060 -31.17 2 1 11.68 Y 50.75 0.389 0.143 2 0.088 -31.17 2 13 24.50 N 50.75 1.633 0.462 3 0.060 -43.91 2 7 10.16 Y 50.75 0.339 0.205 4 0.068 -31.17 2 15 25.00 N 50.75 1.667 0.515 5 0.060 -31.17 2 15 25.00 N 50.75 1.667 0.542 6 0.068 -31.17 2 15 25.00 N 50.75 1.667 0.516 7 1 0.073 1 -31.17 2 15 1 22.08 1 N 1 50.75 1 1.472 1 0.468 Reference Frm-Line Located @ Force per Anch. Lin k Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.04U O.OIU (k) 0.09 0 010 0.178 0.381 0.069 0.001 0.008 2(0.00) Frame 0.12D 0.011) (k) 0.19 0 0,0 0.483 7.060 0.069 0.002 0.034 BRA 0.08T (in-k) 6.68 1 1.0 0.069 0.000 0.000 BR.2 0.08T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 3(36.18) Frame 0.11D O.00D (k) 0.13 0 0,0 0.450 5.515 0.069 0.002 0.034 4(0.00) Frame 0.05U O.00U (k) 0.12 0 0,0 0.187 4.009 0.069 0.001 0.016 BR.1 0.04T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.2 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.3 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BRA 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 5(71.33) Frame 0.12D 0.011) (k) 0.21 0 0,0 0.488 8.907 0.069 0.001 0.015 BRA 0.03T On-k) 6.68 1 1,0 0.069 0.000 0.000 BR.2 0.03T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.3 0.03T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BRA 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 6(96.33) Frame 0.12D O.00D (k) 0.21 0 0,0 0.476 8.907 0.069 0.001 0.015 BRA 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.2 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.3 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BRA 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 7(121.33) Frame 0.18D 0.011) (k) 0.26 0 0,0 0.731 11.303 0.069 0.001 0.018 BR.1 0.0IT (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.2 0.01T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.3 0.0IT (in-k) 6.68 1 1, 0 0.069 0.000 0.000 8(143.42) Frame 0.071) ROOD (k) 0.13 0 0.0 0.294 4.274 0.069 0.001 0.015 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. surc�Date: 7/ 17/201.5 Butler ManutacturlrM Calculations Package 15-009523-01 Time: 10:20 AM ..�,,.b.�,�..*...,...,.....�..m. Page: 57 of 129 Maximum Secondary Designs for Shape Bowling Lanes on Side B Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id(ft) Status in.) Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in.) 1,1 22.08 10.00xO.073ZCon-60.0 Yes 34.5 0.89 0.00 0.00 0.00 4 0.54 0.35 0.83 0.93 4 22.5 1,2 25.00 10.00x0.060 Z Con-60.0 Yes 34.5 0.54 0.34 0.83 0.93 4 16.5 0.92 0.70 1.03 0.00 4 0.47 0.38 0.81 0.96 4 16.5 1,3 25.00 IO.00x0.060 Z Con 60.0 Yes 22.5 0.47 0.37 0.81 0.96 4 22.5 0.93 0.67 1.01 0.00 4 0.65 0.35 0.95 1.02 4 22.5 1,4 25.0 10.00x0.068 Z Con 60.0 Yes 34.5 0.65 0.40 0.95 1.02 4 34.5 0.90 0.59 0.95 0.00 4 2,1 22.08 10.00x0.073 Z Con 60.0 Yes 34.5 0.00 0.03 0.61 0.91 3 0.44 0.26 0.67 0.74 4 16.5 2,2 25.0 10.00x0.068 Z Con 60.0 Yes 34.5 0.44 0.24 0.67 0.74 4 22.5 0.84 0.49 0.83 0.00 4 0.51 0.32 0.80 0.90 4 22.5 2,3 25.00 10.00x0.060 Z Con Yes 22.5 0.51 0.34 0.80 0.90 4 16.5 0.83 0.71 0.99 0.00 4 0.42 0.27 0.66 0.75 2 16.5 2,4 25.00 10.00xO.073 Z Con-60.0 Yes 22.5 0.42 0.26 0.66 0.75 2 16.5 1.02 0.40 0.90 0.00 4 0.55 0.11 0.66 0.59 4 16.5 2,5 24.5 10.00xO.113 Z Con 60.0 Yes 46.5 0.55 0.19 0.66 0.59 4 46.5 0.93 0.12 0.89 0.00 4 3,1 22.08 10.00x0.073 Z Con 60.0 Yes 34.5 0.00 0.03 0.61 0.91 3 0.48 0.30 0.73 0.82 2 22.5 3,2 25.00 10.000.060 Z Con-60.0 Yes 34.5 0.48 0.28 0.73 0.82 2 16.5 0.89 0.67 0.99 0.00 2 0.52 0.38 0.85 0.99 2 16.5 3,3 25.00 I O.00xO.060 Z Con-60.0 Yes 22.5 0.52 0.39 0.85 0.99 2 16.5 0.88 0.69 1.00 0.00 2 0.49 0.38 0.82 0.97 2 16.5 3,4 25.00 10.000.060 Z Con-60.0 Yes 22.5 0.49 0.37 0.82 0.97 2 16.5 0.85 0.65 0.95 0.00 2 0.37 0.11 0.46 0.44 2 16.5 3,5 24.50 10.00xO.113 Z Con-60.0 Yes 46.5 0.37 0.12 0.46 0.44 2 34.5 0.60 0.00 0.00 0.00 2 4,1 22.08 10.00xO.073 Z Con-60.0 Yes 34.5 1.01 0.00 0.00 0.00 3 0.49 0.30 0.73 0.80 3 16.5 4,2 25.00 10.00xO.068 Z Con-60.0 Yes 34.5 0.49 0.27 0.73 0.80 3 22.5 0.88 0.48 0.86 0.00 3 0.52 0.34 0.82 0.94 3 22.5 4,3 25.00 10.00xO.060 Z Con-60.0 Yes 22.5 0.52 0.35 0.82 0.94 3 16.5 0.85 0.74 1.02 0.00 3 0.53 0.36 0.84 0.96 3 16.5 4.4 25.00 10.000.068 Z Con-60.0 Yes 22.5 0.53 0.35 0.84 0.96 3 22.5 0.84 0.52 0.86 0.00 3 0.52 0.32 0.80 0.89 3 22.5 4,5 22.13 10.000.060 Z Con-60.0 Yes 16.5 0.52 0.33 0.80 0.89 3 16.5 0.86 0.70 1.00 0.00 3 5,1 22.0810.00xO.113EZSim-60.0 Yes 0.0 0.93 0.00 0.93 0.00 3 5,2 25.00 10.00xO.113 EZ Sim-60.0 Yes 0.0 0.66 0.05 0.50 0.00 3 5,3 25.00 10.00xO.113 EZ Sim-60.0 Yes 0.0 0.69 0.05 0.52 0.00 3 5,4 25.00 10.00xO.113 EZ Sim-60.0 Yes 0.0 0.67 0.05 0.51 0.00 3 5,5 19.00 I O.00xO.113 EZ Sim-60.0 Yes 0.0 0.52 0.00 0.00 0.00 3 6,1 25.00 10.00xO.060 Z Sim-60.0 Yes 0.0 0.00 0.49 0.00 0.97 3 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BuresR Date: 7/ 1.7/2015 Butier Manutecturirn� Calculations Package 15-009523-01 Time: 10:20 AM . w�.. a �..r..w.b.,�,......�+,.... Page: 58 of 129 7,1 25.00 10.000.060 Z Con-60.0 Yes 16.5 0.96 0.59 0.97 0.00 3 0.52 0.32 0.76 0.82 3 16.5 7,2 25.00 10.00xO.060 Z Con-60.0 Yes 34.5 0.52 0.32 0.76 0.82 3 16.5 0.96 0.58 0.97 0.00 3 8,1 4.23 10.000.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 4 9,1 10.39 10.000.060 Z Sim-60.0 Yes 0.0 0.00 0.33 0.00 0.64 4 10,1 12.00 10.000.060 C Sim-60.0 Yes 0.0 0.73 0.48 0.88 0.00 4 11,1 11.44 10.000.060 Z Sim-60.0 Yes 0.0 0.74 0.00 0.32 0.00 4 12,1 3.46 10.000.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.02 0.00 4 13,1 12.00 10.000.060 C Sim-60.0 Yes 0.0 0.69 0.56 0.89 0.00 4 14,1 9.89 10.000.060 Z Sim-60.0 Yes 0.0 0.01 0.28 0.46 0.68 4 15,1 9.60 10.000.060 Z Sim-60.0 Yes 0.0 0.01 0.28 0.45 0.67 4 16,1 2.00 10.000.060 Z Sim-60.0 Yes 0.0 0.00 0.03 0.07 0.11 22 17,1 22.08 10.000.073 Z Con-60.0 Yes 34.5 0.74 0.00 0.96 0.00 78 0.46 0.35 0.75 0.87 4 16.5 17.2 25.00 l O.00xO.060 Z Con-60.0 Yes 34.5 0.46 0.33 0.75 0.87 4 16.5 0.83 0.58 0.89 0.00 4 0.47 0.33 0.75 0.87 4 16.5 17,3 25.00 I O.00xO.060 Z Con-60.0 Yes 22.5 0.47 0.35 0.75 0.87 4 16.5 1.01 0.00 0.48 0.00 4 0.26 0.22 0.46 0.55 4 16.5 17,4 25.00 10.000.073 Z Con-60.0 Yes 22.5 0.26 0.17 0.46 0.55 4 16.5 1.01 0.35 0.86 0.00 4 0.57 0.14 0.70 0.65 4 16.5 17,5 24.50 10.00xO.113 Z Con-60.0 Yes 46.5 0.57 0.24 0.70 0.65 4 46.5 1.02 0.12 1.03 0.00 4 18,1 22.08 10.00xO.073ZCon-60.0 Yes 34.5 0.47 0.01 0.90 0.00 78 0.49 0.27 0.71 0.76 4 34.5 18,2 25.00 10.00xO.073 Z Con-60.0 Yes 34.5 0.49 0.26 0.71 0.76 4 34.5 0.16 0.10 1.03 0.00 83 0.41 0.27 0.66 0.75 4 34.5 18,3 25.00 10.000.060 Z Con-60.0 Yes 22.5 0.41 0.26 0.66 0.75 4 16.5 0.90 0.67 0.99 0.00 4 0.51 0.20 0.69 0.70 4 16.5 18,4 25.00 10.00xO.088 Z Con-60.0 Yes 34.5 0.51 0.24 0.69 0.70 4 34.5 0.67 0.00 1.00 0.00 46 19,1 22.08 10.00xO.079 EZ Sim-60.0 Yes 0.0 0.93 0.00 0.93 0.00 3 19.2 25.00 10.00xO.079 EZ Sim-60.0 Yes 0.0 0.93 0.00 0.93 0.00 3 19,3 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.97 0.00 0.00 0.00 3 19,4 25.00 1O.00xO.079 EZ Sim-60.0 Yes 0.0 0.94 0.00 0.00 0.00 3 19,5 17.87 10.000.079 EZ Sim-60.0 Yes 0.0 0.75 0.00 0.44 0.00 3 20,1 25.00 l O.00xO.113 EZ Sim-60.0 Yes 0.0 0.72 0.05 0.54 0.00 3 20,2 25.00 l O.00xO.113 EZ Sim-60.0 Yes 0.0 0.74 0.06 0.56 0.00 3 20,3 25.00 10.00xO.113 EZ Sim-60.0 Yes 0.0 0.72 0.05 0.55 0.00 3 20,4 18.50 10.00xO.113 EZ Sim-60.0 Yes 0.0 0.04 0.00 0.86 0.00 81 21,1 1 I. 10.00x0.060 Z Sim-60.0 Yes 0.0 0.60 0.00 0.77 0.00 46 22,1 21.32 10.00xO.060 Z Sim-60.0 I Yes 0.0 0.16 0.02 0.84 0.00 81 M-imnm Rnrnndnry rinflank:nne f r Rhnon Rn.d;nn r .nnc nn Q.A. R Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 -0.38 (U673) 9.50 2 LOSMS 1 2 -0.34 ( U887 ) 34.96 2 LOSMS 1 3 -0.16 (U1843) 58.46 2 LOSMS 1 4 -0.81 (U369) 86.46 2 1.OSMS 2 1 -0.39 (U673) 9.50 2 LOSMS 2 2 -0.24 ( U1275) 34.96 2 LOSMS 2 3 -0.46 ( U656) 59.96 2 LOSMS 2 4 -0.18 (U1710) 83.96 2 LOSMS 2 5 -0.91 (L/310) 109.96 2 LOSMS 3 1 -0.37 (U692) 9.50 2 LOSMS 3 2 -0.28 (U1081) 34.96 2 LOSMS 3 3 -0.38 (U783) 59.46 2 LOSMS 3 4 -0.22 (U1334) 83.96 2 LOSMS 3 5 -0.37 (U758) 110.46 2 LOSMS 4 1 -0.37 ( L/701) 9.50 2 LOSMS 4 2 -0.19 (U1571) 34.96 2 LOSMS 4 3 -0.31 ( U964) 59.46 2 LOSMS 4 4 -0.18 (U1643) 83.96 2 LOSMS 4 5 -0.45 (U588) 109.96 2 LOSMS 5 1 -0.61 ( U426) 11.50 2 LOSMS 5 2 -0.37 ( U808) 34.58 2 LOSMS 5 3 -0.37 ( U808) 59.58 2 LOSMS 5 4 -0.37 ( U808) 84.58 2 LOSMS 5 5 0.13 (U1695) 106.58 3 0.42W 1> 6 1 -0.81 (U372) 12.50 2 LOSMS 7 1 -0.30 (U1015) 10.00 2 LOSMS 7 2 -0.30 ( U995) 39.88 2 LOSMS 8 1 9 1 -0.06 (U2038) 5.00 2 LOSMS 10 1 -0.19 (U767 ) 6.00 2 LOSMS 11 1 -0.09 (U1526) 5.50 2 LOSMS 12 1 - - - 13 1 -0.19 (L/761) 6.00 2 LOSMS File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of EilueScope Buildings North America, Inc. 4C MU71L-l-JT Date: 7/ 17/201.5 ----------acturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 59 of 129 14 1 -0.03 ( U3353) 4.50 2 LOSMS 15 1 0.00 (U3710) 4.50 2 LOSMS 16 1 - - - 17 1 -0.38 (L/676) 9.50 2 LOSMS 17 2 -0.20 (U1473) 34.46 2 LOSMS 17 3 -0.40 (L/745) 59.96 2 LOSMS 17 4 0.21 ( U1431) 90.46 2 LOSMS 17 5 -0.96 ( U293) 109.96 2 LOSMS 18 l -0.37 (U706) 9.50 2 LOSMS 18 2 -0.24 (111269 ) 34.96 2 LOSMS 18 3 -0.19 (U1599) 58.46 2 LOSMS 18 4 -0.65 ( U464 ) 85.96 2 LOSMS 19 1 -0.61 (U428) 11.50 2 LOSMS 19 2 -0.64 ( U466) 34.58 2 LOSMS 19 3 -0.64 ( U466) 59.58 2 LOSMS 19 4 -0.64 ( L/466) 84.58 2 LOSMS 19 5 -0.17 (U1274) 106.08 2 LOSMS 20 1 -0.35 ( LJ847) 12.50 2 LOSMS 20 2 -0.35 ( U847) 37.50 2 LOSMS 20 3 -0.35 ( U847) 62.50 2 LOSMS 20 4 -0.03 (U6011) 83.00 2 LOSMS 21 1 -0.09 (U1526) 5.50 2 LOSMS 22 1 -0.43 (U594) 10.50 2 LOSMS Pnrlin Aneharnaa Fnrrac far Ghana R-Aina T.anac_ Raaf R_ Pnnal T- is MR7A Pitrh - n 411f1.17 All !'lin if -'A - PV7 Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.073 -33.42 2 13 22.08 N 50.75 1.472 0.495 2 0.060 -31.17 2 15 25.00 N 50.75 1.667 0.542 3 0.060 -31.17 2 15 25.00 N 50.75 1.667 0.541 4 0.073 -31.17 2 15 25.00 N 50.75 1.667 0.502 5 0.113 -31.29 2 6 24.50 N 50.75 1.633 0.503 6 0.060 -42.49 4 11 18.50 Y 50.75 1.233 0.078 7 0.060 -32.02 4 1 3 9.89 Y 50.75 0.330 0.088 Reference Frm-Line Located @ Force per Anch. Lin k Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.09D O.00D (k) 0.13 0 0,0 0.344 3.989 0.069 0.001 0.018 BRA 0.0IT On-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.2 0.01T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.3 0.01T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BRA 0.01T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 2(22.08) Frame 0.13D O.00D (k) 0.09 0 0,0 0.522 9.415 0.069 0.000 0.005 BR.1 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.2 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.3 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BRA 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 3(47.08) Frame 0.06D O.00D (k) 0.19 0 0,0 0.252 7.561 0.069 0.000 0.005 BR.1 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.2 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.3 0.03T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BRA 0.03T (in-k) 6.68 1 1,0 0.069 0.000 0.000 4(72.08) Frame 0.16D 0.01 D (k) 0.23 0 0,0 0.626 9.869 0.069 0.002 0.022 BR.I 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.2 0.04T (in-k) 6.68 1 l . 0 0.069 0.000 0.000 BR.3 0.04T (in-k) 6.68 1 l , 0 0.069 0.000 0.000 BRA 0.04T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 5(97.08) Frame 0.62D 0.06D (k) 0.49 0 0,0 2.473 13.628 0.069 0.013 0.183 BR.I 0.36T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.2 0.42T (in-k) 6.68 1 1,0 0.069 0.000 0.000 6(121.58) Frame 0.54D 0.17D (k) 0.48W 0 0, 1 2.172 4.716 0.069 0.004 0.052 BR.1 0.28T (in-k) 6.68 1 1,0 0.069 0.000 0.000 BR.2 0.28T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 BR.3 0.28T (in-k) 6.68 1 1, 0 0.069 0.000 0.000 7(140.08) Frame 0.18D O.OI D (k) 0.09 0 0,0 0.718 2.176 0.069 0.002 0.024 80.00 Frame O.OIU O.00U k 0.09 0 0,0 0.037 0.773 0.069 0.000 0.002 File: 15-009.523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScolle Buildings North America, Inc. + TLER Date: 7/ 17/201.5 Butler Manufacturing Calculations Package 15-009523-01 Time:10:20 AM Page: 60 of 129 Wa11.3 P�ra�iet/�acade'1 � . 3 4 ,� � 1� Maximum Cecnndnry Dpgions fnr Chan Rnavnno Lnnnc an Silo '3 Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft) Status (in.) Bnd Shr Cmb W Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb I We Cs in.) 1,1 21.58 8.500.060 Z Sim-60.0 Yes 0.0 0.70 0.00 0.70 0.00 2 1,2 11.25 8.500.060 Z Sim-60.0 Yes 0.0 0.22 0.00 0.22 0.00 2 2,1 22.08 8.500.060 C Sim-60.0 Yes 0.0 0.59 0.00 0.00 0.00 2 2,2 111.25, 8.500.060 C Sim-60.0 I Yes 1 0.0 0.17 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shane Bowline Lanes on Side 3 Design Id I Segment Deflection in. Ratio Location ft Load Case Description 1 1 -0.82 ( U316) 11.00 2 0.42<W2 1 2 -0.07 (111886) 27.08 2 0.42<W2 2 l -0.70 (U369) 11.00 2 0.42<W2 2 2 -0.05 U2512) 27.58 2 0.42<W2 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 7/ 17/2015 BLiTLER� Butler Manutacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 61 of 129 Maximum Secondary Desiens for Shane Bowline Lanes on Side 3 Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld LapFOA % % % Ld % % % % Ld Lap fr) Status (in.) Bnd Shr Cmb We Cs inJ Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) rid 13.75 8.50x0.060 Z Sim-60.0 Yes 0.0 0.00 0.00 0.00 2 25.00 8.50x0.098 Z Sim-60.0 Yes 0.0 0.00 0.00 0.00 2 15.58 8.50x0.060 Z Sim-60.0 Yes 0.0 0.00 0.00 0.00 2 , 13.75 8.50xO.O6O C Sim 60.0 Yes 0.0 0.00 0.00 0.00 2 2,2 25.0 8.50x0.060 C Sim-60.0 Yes 0.0 . 0.00 0.00 0.00 2 2,3 115.58 8.500.060 C Sim-60.0 I Yes 1 0.0 0.13 0.00 0.00 1 0.00 2 Maximum Secondary Deflections for Shane Bowline Lanes on Side 3 Design Id Segment Deflection(in.) Ratio Location fr Load Case Description 1 1 -0.20 (L/831) 7.00 2 0.42<W2 l 2 -1.19 (L/253) 26.25 2 0.42<W2 1 3 -0.30 (L/618) 46.75 2 0.42<W2 2 1 -0.05 (L3099) 7.00 2 0.42<W2 2 2 -0.48 (L/628) 26.25 2 0.42<W2 2 3 1 -0.08 I/2338 46.75 1 2 1 0.42<W2 File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of IBueScope Buildings North America, Inc. StfTLER , Date: 7/ 17/2015 Hurler Manutacturinp Calculations Package 15-009523-01 Time: 10:20 AM Page: 62 of 129 Maximum Secondary Designs for Shape Bowling Lanes on Side 3 Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % I % % Ld Lap Id ft Status inJ Bnd Shr Cmb We Cs in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb We Cs in.) 1.1 9.42 8.500.060 Z Sim-60.0 Yes 0.0 0.17 0.00 0.17 0.00 2 1,2 16.33 8.500.060 Z Sim-60.0 Yes 0.0 0.42 0.00 0.00 0.00 2 1,3 2.17 8.500.060 Z Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 2 2.1 9.42 8.50x0.060 C Sim-60.0 Yes 0.0 0.13 0.00 0.13 0.00 2 2,2 18.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.24 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape Bowling Lanes on Side 3 Design Id I Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 -0.04 (U2939) 4.50 2 0.42<W2 1 2 -0.28 ( U694) 17.42 2 0.42<W2 1 3 2 1 0.00 (U3844) 4.50 2 0.42<W2 2 2 -0.17 U1182 17.42 2 0.42<W2 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. <urtsrt n Date: 7/17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 63 of 129 uX u 1� Maximum Secondary Designs for Shape Bowling Lanes on Side 5 Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft) Status in. Bud Shr Cmb We Cs _(jnj Bnd Shr Cmb Wcp Cs Bud Shr Cmb We Cs in.) 1,1 23.50 8.500.060ZSim-60.0 Yes 0.0 0.82 0.00 0.82 0.00 2 1,2 9.25 8.500.060 Z Sim-60.0 Yes 0.0 0.17 0.00 0.17 0.00 2 2,1 24.50 8.500.060 C Sim-60.0 Yes 0.0 0.66 0.00 0.00 0.00 2 2,2 1 9.25 8.500.060 C Sim-60.0 Yes 1 0.0 10.13 0.00 0.13 0.00 2 Maximum Secondary Deflections for Shape Bowling Lanes on Side 5 Design Id i Segment Deflection in. Ratio Location ft Load Case Description 1 1 -1.14 ( U247) 12.00 2 0.42<W2 1 2 -0.04 (IJ3069) 28.00 2 0.42<W2 2 1 -0.94 (L/301) 12.50 2 0.42<W2 2 2 0.00 ( L/4007 29.00 2 0.42<W2 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. c�ureErr ► Date:7/17/201.5 Butter Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 64 of 129 Walt S` Pi>tapetlacst e L 9��V3, Maximum Secondary Desiens for Shave Bowline Lanes on Side 5 Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % I % % Ld % % % % Ld Lap Id ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bud I Shr Cmb Wcp Cs in.) 1,1 15.75 8.500.060 Z Sim-60.0 Yes 0.0 0.50 0.00 0.00 0.00 2 1,2 25.00 8.500.098 Z Sim-60.0 Yes 0.0 0.62 0.00 0.00 0.00 2 1,3 13.58 8.500.060 Z Sim-60.0 Yes 0.0 0.41 0.00 0.00 0.00 2 2,1 15.75 8.500.060 C Sim-60.0 Yes 0.0 0.13 0.00 0.00 0.00 2 2,2 25.00 8.500.060 C Sim-60.0 Yes 0.0 0.30 0.00 0.00 0.00 2 2,3 13.58 8.500.060 C Sim-60.0 Yes 1 0.0 0.11 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape Bowling Lanes on Side 5 Design Id I Segment Deflection in. Ratio Location ft Load Case Description 1 1 -0.31 (L/603) 8.00 2 0.42<W2 1 2 -1.19 ( U253) 28.25 2 0.42<W2 1 3 -0.19 ( U855) 47.75 2 0.42<W2 2 1 -0.08 (U2282) 8.00 2 0.42<W2 2 2 -0.48 (U628) 28.25 2 0.42<W2 2 3 -0.05 U3187 47.75 2 0.42<W2 File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B'LTLB' Date: 7/ 1.7/2015 Ruder Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 65 of 129 1� Maximum Secondary Designs for Shane Rowlinv Lanes on Side 5 Des Len Description - Fy(ksi) Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) 1,1 11.83 8.50xO.O6OZSim-60.0 F_JjnL 0.0 0.24 0.00 0.24 0.00 2 1,2 21.58 8.50x0.060ZSim-60.0 0.0 0.70 0.00 0.70 0.00 2 2,1 11.83 8.50x0.060CSim-60.0 0.0 0.23 0.00 0.23 0.00 2 2,2 22.08 8.50x0.060 C Sim-60.0 1 0.0 10.59 0.00 0.59 0.00 2 Maximum Secondary Deflections for Shane Bowling Lanes on Side 5 Design Id I Segment I Deflection in. Ratio Location ft Load Case Description 1 1 -0.09 (U1668) 6.00 2 0.42<W2 1 2 -0.82 (U316 ) 22.83 2 0.42<W2 2 1 -0.08 (U1716) 6.00 2 0.42<W2 2 2 -0.70 (U369) 22.83 2 0.42<W2 File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. TtER r Date: 7/17/201.5 Butler----acturi� Calculations Package 15-009523-01 Time:10:20 AM Page: 66 of 129 �. x n r z Frttm><n S ate ert r, 3, Loads and Codes - Shape: Bowling Lanes City: Tukwila County: King State: Washington Country: United States Building Code: 2012 International Building Code Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 1 OAISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):4.00 psf - USR Wind Load Wind Speed: 110.00 (85.21) mph The 'Low Rise' Method is Used Wind Exposure (Factor): C (0.935) Parts Wind Exposure Factor: 0.935 Wind Enclosure: Enclosed Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 19/0/0 Parts / Portions Zone Strip Width: 9/6/0 Basic Wind Pressure: 24.62 psf Snow Load Ground Snow Load: 25.00 psf Flat Roof Snow: 17.50 psf Design Snow (Sloped): 17.50 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Obstructed or Not Slippery Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting:Exterior Wall with Brittle Finish (ie. Plaster) Purlins are supporting:Metal Roof Panels Girts are supporting:Exterior Wall with Brittle Finish (ie. Plaster) Seismic Load Mapped Spectral Response - Ss:156.00 %g Mapped Spectral Response - S 1:54.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.3514 Bracing Fundamental Period: 0.2143 Framing R-Factor: 3.5000 Bracing R-Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor:1.3000 Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.2857 x W Brace Seismic Factor (Cs): 0.3077 x W Design Spectral Response - Shc : 0.5400 Design Spectral Response - Sds: 1.0000 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ,["surL�a`� ,►t Date: 7/ 17/201.5 ------------- 8ut!, Manuft, Ono Calculations Package 15-009523-01 Time: 10:20 AM Page: 67 of 129 Frame Cross Section: 6.5 3 4 6 7 LIiI I. q-9 fly Dimension Key 1 F-6" 2 3 3/4" 3 3'-4 1 /4" 4 3'-1113/16" 5 5 3/8" 6 F-71/8" 7 F-I13/8" 8 3'-6" Frame Clearances Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlUeScope Buildings North America, Inc. Burc�iQ]► Butier Manufacturing Calculations Package 15-009523-01 Parameters: Design Load Combinations - Framine Date: 7/ 1.7/201.5 Time:10:20 AM Page: 68 of 129 No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 USl * D + CG + USl * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *USl D + CG + *US1 9 System 1.000 1.0D+1.0CG+0.6W1> D+CG+Wl> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL t4 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 26 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 27 System 1.000 1.0D+I.0CG+0.75L+0.45<Wl D+CG+L+<WI 28 System 1.000 1.0D+1.0CG+0.75L+0.45W2> D+CG+L+W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 1.0D+1.0CG+0.75S+0.45W1> D+CG+S+W1> 33 System 1.000 1.0D+1.0CG+0.75S+0.45<W1 D+CG+S+<Wl 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D+CG+S+WPL 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S +WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 42 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 49 1 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- Frame Member Sizes Mem. No. Fig Width in.) Flg Thk in.) Web Thk in. Depthl in. I Depth2 (in.) I Length fr Weight Flg Fy ksi Web Fy ksi SPlice JL1 Codes R.2 Shape 1 1 5.00 0.1345 1 0.1345 1 9.00 1 9.00 1 9.50 1 81.21 55.00 1 55.00 1 SS I SS 1 3P Total Frame Weight = 81.2 (p) (Includes all plates) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur« R Date: 7/ 17/201.5 Butler Manufacturing Calculations Package 15-009523-01 Time: 1O:2O AM .�m. .�> Page: 69 of 129 Rnnndary Cnndifinn Rnmmary Member X-Loc I Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 1 1/6/0 11/0/0 23/9/8 1 23/6/2 Yes No Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Q..m ..f V.,-...nth 0narf;nnc Chnr4 - Fr- : - Load Type Horizontal Load Reaction k k Vertical Load Reaction k) k) D 0.0 0.0 0.3 0.3 CG 0.0 0.0 0.4 0.4 L> 0.0 0.0 1.6 1.6 <L 0.0 0.0 1.6 1.6 SMS> 0.0 0.0 2.0 2.0 <SMS 0.0 0.0 2.0 2.0 S> 0.0 0.0 1.4 1.4 SD 0.0 0.0 1.3 1.3 <S 0.0 0.0 1.4 1.4 USI* 0.0 0.0 1.4 1.4 *USI 0.0 0.0 0.4 0.4 WI> 0.1 0.0 1.4 1.4 <W1 0.1 0.0 2.4 2.4 W2> 0.0 0.0 0.7 0.7 <W2 0.1 0.0 1.7 1.7 WPL 0.1 0.0 2.4 2.4 WPR 0.1 0.0 1.4 1.4 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 1.6 1.6 S 0.0 0.0 1.4 1.4 E> 0.4 0.0 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 0.4 0.0 0.0 0.0 EG- 0.0 0.0 0.2 0.2 SMS 0.0 0.0 2.0 2.0 Maldmum Combined Reactions Summary with Factored Loads - Framing Nnt- All rrartinne are hacad nn 1 ct nrd- ctrnrtnrnl nnalvcic X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k) k) (k) k k) in-k) in-k 1/6/0 23/9/8 0.64 21 1.53 5 11/0/0 23/6/2 0.62 21 1.87 5 X-Loc I Rod I Load I Rod Load Rod I Load Rod Load Conc. Load Plate I Load I Plate Load I Flange Load Web I Load Shear Case Tension Case V+T Case Bendine Case Bearme Case Tension Case Como Case Weld Case Weld Case Brace Frames nation Mamhor Rnmmary - (`antrnllina T.nad Coco and Mavimnm Cnmhinod R(roccoe nor Mamhor (T.nrafinne aro from Tninf T 1 Controlling Cases Required Strength Available Strength Stren th Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry I Pc VC Mcx Mcy I + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 5.83 9.00 5 -0.0 47. 0.0 39.1 169.5 39.0 0.28 1 9.5 9.0 5 -1.9 20.9 0.09 File: 15-009.523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. <Burc� Butlar Manutacturkm Calculations Package 15-009523-01 Parameters Used for Axial and Flexural Design Date: 7/ 17/2015 Time:10:20 AM Page: 70 of 129 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag Afn in.2 in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 1 5.831114.051 70.0 47.81 2.521 0.671 33.891 2.801 7.531 LIA 8.531 1.721 0.021 55.091 1.231 1.001 1.131 0.85 Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 Wl> W1> 4 System 1.000 60 180 0.42 <W 1 <W 1 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 50 0 3.0 <E + 3.0 EG- <E + EG- ftwmT Y( A File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of I31ueScope Buildings North America, Inc. � � Date: 7/ 1.7/20l 5 Butte----- Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 71 of 129 Frame Cross Section: 6 'P N Dimension Key 1 8 1/2" 2 3'-6" 3 2 1/4" 4 2'-9 1/8" 5 2 5/8" 6 IA 3/8" 7 T-913/16" 8 3 13/16" 9 IA 1/2" 10 l'-41 /2" 11 7 9/16" 12 6" 13 0" 14 25'-7 3/8" Ridge Ht. Frame Clearances Horiz. Clearance between members 1(CX001) and I O(CX002): 90'-1 3/8" Vert. Clearance at member I (CX001): 20'-5" Vert. Clearance at member 10(CX002): 19'-11 5/16" Vert. Clearance at member I I(TCX001): 22'-5 5/16" Vert. Clearance at member 12(TCX002): 22'-5 3/4" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B1fTLER� Calculations Package 15-009523-01 Frame Location Design Parameters: 4/7/0 IMRF Frame @ GL 6 Design Load Combinations - Framing Date: 7/ 17/2015 Time:1O:2O AM Page: 72 of 129 Status No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0D+I.0CG+I.0S>+I.0SD D+CG+S>+SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *USI 9 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFI(Span 1) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFI(Span 2) 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PFI(Span 3) 12 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 13 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 14 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 15 System 1.000 1.0D+I.0CG+0.6<WI D+CG+<W1 16 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 17 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 18 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 19 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 20 System 1.000 0.6 MW MW - Wall: 1 21 System 1.000 0.6 MW MW - Wall: 2 22 System 1.000 0.6 MW MW - Wall: 3 23 System 1.000 0.6 MW MW - Wall: 4 24 System 1.000 0.6 MW MW - Wall: 5 25 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 26 System 1.000 0.6 D + 0.6 CU + 0.6 <W I D + CU + <W I 27 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 28 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 29 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 30 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 31 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+WI> 32 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<WI 33 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 35 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 36 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 37 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+WI> 38 System 1.000 1.0D+I.0CG+0.755+0.45<WI D+CG+S+<Wl 39 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 40 System 1.000 1.0D+I.0CG+0.755+0.45<W2 D+CG+S+<W2 41 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 42 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 43 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 44 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 45 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 46 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 47 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 48 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 49 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 50 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D+CU+<E+EG- 51 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 52 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 53 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 54 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. surL:�rr Butler ManutacturiN Calculations Package 15-009523-01 Frame Member Sizes Date: 7/ 17/201.5 Time:10:20 AM Page: 73 of 129 Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Fig Fy (ksi) Web Fy ksi) Splice R.I Codes Jt.2 Shape 1 5.00 0.1875 0.1644 12.00 29.00 23.20 455.3 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 28.00 24.00 9.38 151.7 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 24.00 12.00 9.94 151.7 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1644 12.00 18.00 10.48 182.0 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1644 18.00 9.00 10.16 166.5 55.00 55.00 SS SP 3P 6 5.00 0.1875 0.1345 9.00 11.00 10.08 123.4 55.00 55.00 SP SP 3P 7 5.00 0.2500 0.1644 11.00 17.00 18.83 310.6 55.00 55.00 SP SS 3P 8 5.00 0.2500 0.1644 17.00 29.00 11.26 256.0 55.00 55.00 SS SP 3P 9 5.00 0.2500 0.1644 29.00 34.00 15.17 382.7 55.00 55.00 SP KN 3P 10 8.00 0.2500 0.2500 12.00 32.00 23.40 829.2 55.00 55.00 BP KN 3P 11 5.00 0.1740 0.1740 5.00 5.00 22.94 291.5 46.00 46.00 BP SS T 12 5.00 0.1740 0.1740 5.00 5.00 23.01 292.31 46.00 46.00 BP SS T Total Frame Weight = 3592.8 (p) (Includes all plates) Frame Member Releases Member I Joint 1 I Joint 2 ll 12 No No Yes Yes Boundary Condition Summar Member X-Loc Y-Loc Su . X Supp. Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad. 1 0/0/0 -0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 96/5/0 -0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 11 30/0/0 -0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 12 70/0/0 -0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 6 Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 6-A 8X13 0.375 4 - 0.750 99'-6" Interior Column 30/0/0 6-C.1 IOXIO 0.375 4 - 0.750 99'-6" Interior Column 70/0/0 6-F.1 1OX10 0.375 4 - 0.750 99'-6" Exterior Column 96/5/0 6-5.6 9X13 0.375 4 - 0.750 99'-6" Load Type Desc. Hx Vy Hx Vy Hx Vy Hx V D Frm 0.09 1.03 2.22 2.30 -0.09 1.39 CG Frm 0.12 0.97 3.35 3.61 -0.12 0.67 L> Frm 0.29 2.97 9.77 9.61 -0.29 2.59 <L Frm 0.29 2.97 9.77 9.61 -0.29 2.59 SMS> Frm 0.36 3.72 12.21 12.01 -0.36 3.24 <SMS Frm 0.36 3.72 12.21 12.01 -0.36 3.24 S> Frm 0.25 2.60 8.55 8.40 -0.25 2.27 SD Frm 0.09 1.98 0.07 -0.08 -0.09 0.60 <S Frm 0.25 2.60 8.55 8.40 -0.25 2.27 US 1 * Frm -0.02 0.41 3.71 10.90 0.02 2.17 *USI Frm 0.17 2.53 10.91 4.00 -0.17 0.25 WI> Frm -2.60 -5.33 -13.23 -11.09 -2.40 1.19 <W1 Frm 2.61 -1.71 -10.04 -8.37 3.27 -6.56 W2> Frm -3.82 -4.07 -8.78 -8.41 -3.41 3.05 <W2 Frm 1.39 -0.45 -5.59 -5.71 2.25 -4.67 WPL Frm 2.19 -2.32 -9.25 -10.27 1.60 -4.83 WPR Frm 2.09 -4.50 -14.47 -5.75 2.33 -3.73 MW Frm - - - - - - MW Frm 0.32 0.33 -0.41 0.77 1.59 -0.68 MW Frm 0.24 0.25 -0.32 0.70 0.62 -0.63 MW Frm - - - - - - MW Frm -2.78 -0.45 0.68 -3.01 -2.67 2.77 CU Frm - - - - - - L Frm 0.29 2.97 9.77 9.61 -0.29 2.59 S Frm 0.25 2.60 8.55 8.40 -0.25 2.27 E> Frm -1.91 -1.42 1.75 -4.77 -4.32 4.43 EG+ Frm 0.05 0.41 1.39 1.43 -0.05 0.32 <E Frm 1.91 1.42 -1.75 4.76 4.31 -4.43 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �LTLLe'R Butler Manufacturing Calculations Package 15-009523-01 Date: 7/ 17/201.5 Time:1O:2O AM Page: 74 of 129 I Ip 07I -1._ I 3SMS Frm 6 3.2 12.21 1201 -06 3..24 Sum of Fnrrps with Reactinns Check - Frnminu Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 7.3 6.9 CG 0.0 0.0 8.6 8.6 L> 0.0 0.0 25.0 24.9 <L 0.0 0.0 25.0 24.9 SMS> 0.0 0.0 31.2 31.2 <SMS 0.0 0.0 31.2 31.2 S> 0.0 0.0 21.8 21.8 SD 0.0 0.0 2.6 2.6 <S 0.0 0.0 21.8 21.8 US1* 0.0 0.0 17.2 17.2 *US1 0.0 0.0 17.7 17.7 Wl> 4.2 5.0 28.5 28.4 <W 1 5.2 5.9 26.7 26.7 W2> 6.9 7.2 18.2 18.2 <W2 2.5 3.6 16.5 16.4 WPL 4.6 3.8 26.7 26.7 WPR 5.3 4.4 28.5 28.4 MW 0.0 0.0 0.0 0.0 MW 1.9 1.9 0.0 0.0 MW 0.0 0.9 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 5.4 5.4 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 25.0 24.9 S 0.0 0.0 21.8 21.8 E> 6.1 6.2 0.0 0.0 EG+ 0.0 0.0 3.6 3.6 <E 6.1 6.2 0.0 0.0 EG- 0.0 0.0 3.6 3.6 SMS 0.0 0.0 31.2 31.2 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analvsis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k k k) k k) (in-k) (in-k 0/0/0 6-A 3.33 49 3.59 48 2.58 25 6.59 5 30/0/0 6-C.1 - - - - 7.35 30 17.79 3 70/0/0 6-17.1 - - - - 7.97 49 17.92 3 96/5/0 6-5.6 7.80 47 7.53 50 7.14 50 10.04 47 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gave k nitch standards are hased on ACT -II R Annendix D criteria for "cast-in-nlace" anchor rnds (Min mace = 4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. (in.) (in.) Rods in. in. in. Type Flange Web 0/0/0 6-A 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 30/0/0 6-C.1 11 0.375 10 10 No 4 0.750 7.0 7.0 Std OS-0.1875 OS-0.1875 70/0/0 6-F.1 12 0.375 10 10 No 4 0.750 7.0 7.0 Std OS-0.1875 OS-0.1875 96/5/0 6-5.6 10 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BLueScope Buildings North America, Inc. 4B7JTLON-1110 --- Manufacturing Calculations Package 15-009523-01 Pinned Base Plate Connection Loading Date: 7/ 17/2015 Time:10:20 AM Page: 75 of 129 Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingIWA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 3.57 4.87 48 1.51 -2.57 25 0.53 6.57 6 0 30/0/0 0.21 9.81 47 0.03 -7.32 30 0.00 17.90 3 0 70/0/0 0.32 15.62 48 0.16 -8.00 49 0.02 18.04 4 0 96/5/0 1 7.85 10.32 47 7.74 -7.20 50 7.85 1 10.32 47 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.155 48 0.067 25 0 0 0.057 6 0.097 25 0.106 6 0.076 6 0.107 48 30/0/0 0.009 47 0.191 30 0 0 0.162 3 0.144 30 0.516 3 0.208 3 0.208 3 70/0/0 0.014 48 0.208 49 0 0 0.163 4 0.157 49 0.520 4 0.210 4 0.210 4 96/5/0 0.341 47 0.187 50 0.194 50 0 0.080 47 0.219 50 0.062 47 0.087 47 0.233 47 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. fr) Web Depth (in.) bit a/h a in. Thick. (in.) Width in. Side Welding Description 1 1 S9 20.83 28.289 172.07 N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S2 10.01 17.231 104.81 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 8 1 S2 0.67 17.217 104.72 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 8 2 S5 6.24 23.148 140.80 N/A N/A 0.5000 5.000 Far F-BS-0.1875,W-BS-0.1875 10 1 S5 2.20 55.432 221.73 N/A N/A 0.5000 5.000 Far F-BS-0. I 875,W-BS-0. 1875 10 2 S9 20.53 31.555 126.22 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration I Pitches lst/2nd ID Desc. in. ID Desc. in. No. No. in.(in.) in. in.) in. 1 2 KN(Face) 0.500 6.00 29.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.500 6.00 29.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 2 SP 0.375 6.00 13.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 1 SP 0.375 6.00 13.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 5 2 SP 0.375 6.00 10.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 6 1 SP 0.375 6.00 10.01 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 6 2 SP 0.375 6.00 14.25 0.750 A325N/PT 3.00 11 Flush 7.63 31 Extended 3.25 7 1 SP 0.375 6.00 14.27 0.750 A325N/PT 3.00 11 Flush 7.63 31 Extended 3.25 8 2 SP 0.375 6.00 29.97 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 9 1 SP 0.375 6.00 30.01 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 9 2 KN(Face) 0.625 6.00 37.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 31 Extended 3.25/2.00 10 2 KN(Face) 0.625 8.00 37.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 31 Extended 3.25/2.00 11 2 CP 0.375 6.00 9.75 0.500 A325/- 3.00 Extended 2.50 Extended 2.50 12 2 CP 0.375 6.00 9.79 0.500 A325/- 3.00 Extended 8.04 Extended 8.04 Moment Connections: Outside Flange Required Stren th Design Strenggth Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 52 -0.7 4.9 924.9 AISC DG-16/Thin plate 0.987 0.099 0.982 0.000 0.000 0.120 0.765 0.631 2 1 52 -0.7 4.9 924.9 AISC DG-16/Thin plate 0.987 0.099 0.982 0.000 0.000 0.120 0.765 0.631 3 2 13 0.2 2.8 95.2 AISC DG-16/Thin plate 0.291 0.056 0.470 0.000 0,000 0.091 0.719 0.631 4 1 13 0.2 2.8 95.2 AISC DG-16/Thin plate 0.291 0.056 0.470 0.000 0.000 0.091 0.719 0.631 5 2 25 -0.7 1.5 44.6 AISC DG-16/Thin plate 0.179 0.030 0.285 0.000 0.000 0.049 0.959 0.631 6 1 25 -0.7 1.5 44.6 AISC DG-16/Thin plate 0.179 0.030 0.285 0.000 0.000 0.049 0.959 0.631 6 2 26 2.0 0.3 97.1 AISC DG-16/Thin plate 0.362 0.006 0.582 0.000 0.000 0.009 0.719 0.631 7 1 26 2.0 0.3 97.1 AISC DG-16/Thin plate 0.362 0.006 0.582 0.000 0.000 0.009 0.719 0.631 8 2 43 -3.8 2.9 409.2 AISC DG-16/Thin plate 0.402 0.060 0.649 0.000 0.000 0.097 0.959 0.631 9 1 43 -3.8 2.9 409.2 AISC DG-16/Thin plate 0.402 0.060 0.649 0.000 0.000 0.097 0.959 0.631 9 2 51 -9.5 11.2 2560.4 AISC DG-16/Thin plate 0.793 0.114 0.944 0.000 0.000 0.062 0.799 0.959 10 2 51 -9.51 11.21 2560.4 AISC DG-16/Thin plate 0.7931 0.11 0.9441 0.0001 0.00 0.0621 0.775 0.959 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of 131ueScope Buildings North America, Inc. BUTLER Butler ManufactuHng Calculations Package 15-009523-01 Date: 7/ 17/2015 Time:10:20 AM Page: 76 of 129 Inside Flange Required Strength Design trength Ratios * Mem. it. Ld Axial I Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 53 0.3 3.3 895.9 AISC DG-16/Thin plate 0.971 0.068 0.966 0.000 0.000 0.082 0.753 0.631 2 1 53 0.3 3.3 895.9 AISC DG-16/Thin plate 0.971 0.068 0.966 0.000 0.000 0.082 0.753 0.631 3 2 45 0.2 1.3 77.1 AISC DG-16/Thin plate 0.237 0.026 0.382 0.000 0.000 0.042 0.719 0.631 4 1 45 0.2 1.3 77.1 AISC DG-I6/Thin plate 0.237 0.026 0.382 0.000 0.000 0.042 0.719 0.631 5 2 8 -0.6 3.4 71.4 AISC DG-16/Thin plate 0.297 0.069 0.473 0.000 0.000 0.112 0.959 0.631 6 1 8 -0.6 3.4 71.4 AISC DG-16/Thin plate 0.297 0.069 0.473 0.000 0.000 0.112 0.959 0.631 6 2 3 -0.5 0.2 302.0 AISC DG-16/Thin plate 0.426 0.002 0.921 0.273 0.403 0.002 0.964 0.631 7 1 3 -0.5 0.2 302.0 AISC DG-16/Thin plate 0.426 0.002 0.921 0.273 0.403 0.002 0.964 0.631 8 2 46 3.4 3.8 371.2 AISC DG-16/Thin plate 0.476 0.078 0.769 0.000 0.000 0.125 0.959 0.631 9 1 46 3.4 3.8 371.2 AISC DG-16/Thin plate 0.476 0.078 0.769 0.00 0.00 0.125 0.959 0.631 9 2 54 8.7 10.2 2543.3 AISC DG-16/Thick plate 0.987 0.138 0.912 0.32 0.43 0.080 0.799 0.959 10 2 54 8.7 10.2 2543.3 AISC DG-I6/Thick plate 0.987 0.138 0.912 0.32 0.43 0.080 0.799 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Pinned Cannectiam! Maximum Shear Case Maximum Tension Case Stren th Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt I Bolt Bolt I Plate I Flange I Flange Flange Web No. No. Cs k k Cs k (k) Tension I Shear V+T I Bending Yielding Bearing Weld Weld 11 2 50 2.7 0.1 30 7.3 0.0 0.230 0.005 0.000 0.3101 0.1521 0.003 0.26 0.004 12 2 52 -18.4 2.4 53 11.2 1.5 0.353 0.114 0.000 0.5 0.2341 0.055 0.344 0.092 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 12/6/0 12/0/0 GFB2097 0.245 44 1 20/6/0 20/0/0 GFB3111 0.220 44 2 2/7/11 45/1/6 GFB2087 0.240 46 3 7/7/0 33/1/6 GFB2016 0.152 46 4 5/7/12 25/1/6 GFB2016 0.522 3 4 9/7/12 21/1/6 GFB2032 0.880 3 6 1/0/0 9/1/6 GFB2000 0.136 25 6 9/0/0 1/1/6 GFB2006 0.194 25 7 1/1/0 1/1/6 GFB2006 0.181 26 7 13/l/O 13/1/6 GFB2016 0.304 4 7 17/1/0 17/l/6 GFB2016 0.731 4 8 2/3/1 21/1/6 GFB2032 0.703 4 9 3/0/0 33/1/6 GFB3077 0.322 43 9 11/0/0 41/1/6 GFB3096 0.499 43 Paranet Post Summary X-Loc Grid Moment Shear Attachmen Parapet Reaction Column Stiffener Allowable Stiff Thickness Length 1 t Length Size bearing required? w/stiff Width 0/0/0 6-A 28.67 1.51 18.0 2 2.43 12.70 N 0.92 12.70 N File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER m Butler Manufacturing Calculations Package 15-009523-01 Date: 7/ 17/201.5 Time:10:20 AM Page: 77 of 129 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1) Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x mom- y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 12.51 22.1 44 -3.7 -257.4 0.0 26.2 523.7 50.5 0.56 1 20.97 29.00 30 1.2 12.4 0.10 2 3.77 26.50 46 -0.1 -294.7 0.0 28.4 565.3 50.2 0.52 2 1.13 28.00 4 3.9 7.0 0.56 3 0.00 24.00 46 -0.2 -226.8 0.0 28.4 511.5 50.1 0.45 3 9.95 12.00 3 -4.0 17.0 0.23 4 9.97 18.0 3 -0.4 -771.2 0.0 37.8 850.4 97.0 0.91 4 9.97 18.00 3 -8.6 20.6 0.42 5 0.00 18.00 3 -1.0 -771.2 0.0 37.8 850.4 97.0 0.92 5 0.00 18.00 3 9.0 20.6 0.44 6 9.00 10.79 3 -0.5 301.1 0.0 50.3 360.8 56.6 0.84 6 0.00 9.00 3 4.2 21.1 0.20 7 19.32 17.00 4 -0.8 -815.7 0.0 103.9 954.8 97.2 0.86 7 19.32 17.00 4 -9.3 21.9 0.42 8 0.00 17.00 4 0.3 -815.6 0.0 172.0 954.8 97.2 0.86 8 1.75 18.95 4 7.7 19.5 0.40 9 3.00 30.19 43 -3.7 -526.7 0.0 37.8 941.0 98.0 0.61 9 12.62 34.00 43 -4.9 10.6 0.46 10 20.69 32.00 43 -6.6 -1012.9 0.0 52.2 1652.3 250.6 0.68 10 20.69 32.00 43 4.1 39.7 0.10 11 19.12 5.00 3 -17.9 0.0 0.0 23.5 162.6 162.6 0.76 11 19.12 5.00 47 0.0 25.8 0.00 12 19.17 5.00 4 -18.0 0. 0.0 23.4 162.6 162.6 0.77 12 19.17 5.00 47 0.01 25.8 0.00 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 12.51 251.67 150.1 150.1 5.45 0.94 367.07 3.91 33.16 1.57 40.04 2.49 0.05 471.50 1.60 1.00 1.00 0.78 0.67 2 3.77 323.78 144.1 144.1 5.39 0.94 524.5 3.91 39.58 1.56 47.63 2.46 0.0 677.20 1.33 1.00 1.00 0.78 0.68 3 0.00 323.78 144.1 144.1 5.05 0.9 413.60 3.91 34.47 1.56 41.09 2.45 0.0 554.42 1.33 1.00 1.0 0.78 0.71 4 9.97 323.78 144.1 144.1 5.38 1.25 270.35 5.21 30. 2.09 34.77 3.2 0.08 410.75 2.07 1.00 1.09 0.96 0.87 5 0.00 249. 144.1 144.1 5.38 1.25 270.35 5.21 30. 2.09 34.77 3.2 0.08 410.75 2.07 1.00 1.09 0.96 0.87 6 9.0 249.00 96. 48.0 3.28 0.9 65.39 3.91 12.12 1.56 13.59 2.39 0.03 109.88 1.20 1.0 1.12 0.86 0.82 7 19.32 231.80 48. 48. 5.21 1.25 236.91 5.21 27.87 2.09 32.13 3.2 0.08 365.7 1.07 1.00 1.10 0.97 0.71 8 0.0 280.45 48. 48.0 5.21 1.25 236.91 5.21 27.87 2.09 32.13 3.2 0.08 365.7 1.07 1.0 1.10 0.97 1.0 9 3.0 280.45 144.1 144.1 7.38 1.25 918.75 5.22 60.87 2.0 73.65 3.33 0.10 1169.58 1.46 1.00 1.0 0.9 0.59 10 20.69 248.25 248.2 248.2 11.88 2.00 1659.25 21.37 103.70 5.3 125.52 8.49 0.25 5386.67 1.66 1.00 1.02 0.66 0.86 11 19.12 283.9 275.3 275.3 3.28 0.87 12.60 12.60 5.03 5.03 5.89 5.89 19.90 0.00 1.00 1.00 I.00 1.0 1.00 12 19.17 285.01 276.1 276.1 3.28 0.87 12.60 12.60 5.03 5.03 5.89 5.89 19.90 0.00 1.00 1.00 I.0 I.00 1.00 Pile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I31 fTLLf7 a Butler Manufacturing Calculations Package 15-009523-01 Deflection Load Combinations - Framine Date: 7/ 17/201.5 Time:10:20 AM Page: 78 of 129 No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 Wl> Wl> 4 System 1.000 60 180 0.42 <W 1 <W I 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 50 0 3.0 <E + 3.0 EG- <E + EG- Controlline Frame Deflection Ratios for Cross Section: 6 Description Ratio Deflection in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/52) -5.017 10 2 10 <E + EG- Max. Vertical Deflection for Span 1 (U4668) 0.072 3 1 8 WPR Max. Vertical Deflection for Span 2 ( U330) -1.453 7 1 2 SMS Max. Vertical Deflection for Span 3 L/3525) 0.083 9 1 4 <W 1 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness (K): 3.755 (k/in) Fundamental Period (calculated) (T): 0.771 (sec.) Design Story Drift: 3.488 (in.) Seismic Drift Ratio: 0.661 (OK) .,..._:r�.ffz_viu .�._... .-T....M.,.,,..........._ ,.,;,,,,,,,. .w.�'/�lG .rns� .�..._...,.K.��y..'�e.....e..........m..a:,..,�._.:`__,._...,._,.. „_.._....:::,. _....._..-.-..«...«:....>.[ File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. s'u rcF Date: 7/ 1.7/2015 Butler manutacturi.0 Calculations Package 15-009523-01 Time:10:20 AM Page: 79 of 129 Frame Cross Section: 5.5 7 Q r f r f r j t I r r r r r 1 1 1 1 1 1 1 1 1 1 FB FRAME CROSS SECTION AT FRAME UNE(S) 5.5 Dimension Key 1 3'-6" 2 IA 3/8" 3 2'-0 5/8" 4 3'-5 I /2" 5 2'-5 7/8" 6 2'-913/16" 7 3 13/16" 8 F-I1/2" 9 F-41/2" 10 8 1/2" 11 21/4" 12 2'-9 1/8" 13 2 5/8" 14 0" 15 25'-7 3/8" Ridge Ht. Frame Clearances Vert. Clearance at member I (CX003): 22'-0 3/8" Vert. Clearance at member 3(CX004): 22'-8 3/4" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eure,r: - Date:7/17/201.5 Butler ManutacturlrM Calculations Package 15-009523-01 Time: 1O:2O AM Page: 80 of 129 Location I Avg. Bay Space I Description I Angle I Group I Trib. Override I Design Status 8/2/0 1 11/9/0 ISoldier Column LSW 1 90.0000 Stress Check 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0D+I.0CG+I.0S>+1.0SD D+CG+S>+SD 6 System 1.000 1.0D+I.0CG+1.0<S+1.0SD D+CG+<S+SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US I D + CG + *US 1 9 System 1.000 1.0D+I.0CG+0.6W1> D+CG+W1> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW -Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<WI 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 26 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+Wl> 27 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 28 System 1.000 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.OD+I.00G+0.75L+0.45WPL D+CG+L+WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+WI> 33 System 1.000 1.0D+I.0CG+0.755+0.45<WI D+CG+S+<WI 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 42 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- 50 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6WB1> D+CG+WPR+WBI> 51 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WB1> 52 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WBI> 53 System Derived 1.000 1.0D+I.00G+0.75S+0.45WPR +0.45WBI> D + CG + S + WPR + WB I > 54 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6<WBI D+CG+WPR+<WBI 55 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR+<WB1 56 System Derived 1.000 1.OD+1.00G+0.75L+0.45WPR +0.45<WB1 D+CG+L+WPR+<WB1 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <W B 1 D + CG + S +WPR + <WB 1 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 59 System Derived 1.000 0.6D+O.6CU+0.6WPR +0.6WB2> D+CU+WPR+WB2> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + WB2> Pile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of 131ueScope Buildings North America, Inc. Date: 7/ 1.7/20 L5 surts� YL19fto01�3CW 1- Calculations Package 15-009523-01 Time: 10:20 AM ��B~ ���-� Page: 81 of 129 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B2 D + CG + WPR + <WB2 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B2 D + CG + L +WPR + <W B2 65 System Derived 1.000 I.0D+LOCG+0.75S+0.45WPR +0.45<WB2 D+CG+S+WPR+<WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL+ WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 79 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 81 System Derived 1.000 LOD+I.0CG+0.75S+0.45WPL +0.45<WB4 D+CG+S+WPL+<WB4 82 System Derived 1.000 0.6 MWB MWB -Wall: 1 83 System Derived 1.000 0.6 MWB MWB - Wall: 2 84 System Derived 1.000 0.6 MWB MWB - Wall: 3 85 System Derived 1.000 0.6 MWB MWB - Wall: 4 86 System Derived 1.000 0.6 MWB MWB - Wall: 5 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 95 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 96 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 105 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 106 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in.) in. (in.) (in.) in.) ft ( ksi (ksi) Jt.I Jt.2 1 2.63 0.1130 0.1130 8.50 8.50 12.48 70.8 60.00 60.00 SS SS 1 C 2 2.63 0.1130 0.1130 8.50 8.50 3.15 23.9 60.00 60.00 SS KN I 3 5.00 0.1345 0.1644 10.00 10.00 23.20 253.0 55.00 55.00 BP KN 3P Total Frame Weight = 347.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 2 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 3 3 91/5/0 1011510 23/11/0 -0/6/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BLJTLEf?`� Butler Manatacturing Calculations Package 15-009523-01 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvae at Frame Cross Section: 5.5 Date: 7/ 17/2015 Time:10:20 AM Page: 82 of 129 Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 1011510 5.5-K 8 X 13 0.375 4 - 0.750 100'-0" Load Type Desc. Hx V D Frm 0.34 CG Frm - L> Frm <L Frm SMS> Frm <SMS Frm S> Frm SD Frm <S Frm USl* Frm *USI Frm - - W1> Frm 2.91 0.02 <W 1 Frm -2.91 -0.10 W2> Frm -2.52 0.25 <W2 Frm 2.52 -0.32 WPL Frm -1.90 0.08 WPR Frm -1.90 0.08 MW Frm - - MW Frm - MW Frm -0.09 MW Frm - MW Frm CU Frm L Frm S Frm - - E> Frm -0.37 0.04 EG+ Frm - - <E Frm 0.37 -0.04 EG- Frm - - WB1> Brc <WBI Brc WB2> Brc <WB2 Brc WB3> Brc <WB3 Brc WB4> Brc <WB4 Brc MWB Brc MWB Brc MWB Brc MWB Brc MWB Brc EB> Brc <EB Brc SMS Frm Sum of Forces with Reactions Check - Framin Horizontal Vertical Load Type Load Reaction Load Reaction k) (k) (k) (k) D 0.0 0.0 0.8 0.4 CG 0.0 0.0 0.2 0.0 L> 0.0 0.0 0.8 0.0 <L 0.0 0.0 0.8 0.0 SMS> 0.0 0.0 1.0 0.0 File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ..t �StJTLEi?� Butler Manufacturing Calculations Package 15-009523-01 <SMS 0.0 0.0 1.0 0.0 S> 0.0 0.0 0.7 0.0 SD 0.0 0.0 0.9 0.0 <S 0.0 0.0 0.7 0.0 US1* 0.0 0.0 0.7 0.0 *US1 0.0 0.0 0.2 0.0 W1> 5.2 5.2 0.7 0.0 <W1 4.9 4.8 1.2 0.0 W2> 6.1 6.1 0.3 0.0 <W2 6.5 6.5 0.8 0.0 WPL 4.0 4.0 1.2 0.0 WPR 4.0 4.0 0.7 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.5 0.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 0.8 0.0 S 0.0 0.0 0.7 0.0 E> 0.8 0.9 0.0 0.0 EG+ 0.0 0.0 0.1 0.0 <E 0.8 0.9 0.0 0.0 EG- 0.0 0.0 0.1 0.0 WB1> 0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB2> 0.0 0.0 0.0 0.0 <WB2 0.0 0.0 0.0 0.0 WB3> 0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 WB4> 0.0 0.0 0.0 0.0 <WB4 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MW13 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 SMS 0.0 0.0 1.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analvsis. Date: 7/ 17/201.5 Time:10:20 AM Page: 83 of 129 X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 91/5/0 23/11/0 2.14 11 2.39 12 0.14 22 0.20 12 1011510 5.5-K 1.75 10 1.75 9 0.05 17 0.48 11 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & nitch standards are based on ACI-318 Appendix D criteria for "cast -in -place" anchor rods (Min space = 4*drod) -Loc �IXO Grid Mem. Thickness (in.) Width (in.) Length (in.) Stiff. Num.Of Rods RodDiam. (in.) Pitch (in.) Gage (in.) Hole T Welds to Flan e Welds toNo. Web1/5/0 5.5-K 1 3 0.375 8 11 1 No 1 4 0.750 5.0 5.0 Std I OS-0.1875 JOS418751 Pinned Rase Plate Connection Loadine Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case (k) (k) Case k (k) Case k) (k) (k) Case 101/5/0 2.13 2.86 10 - - 0 2.12 3.06 9 0 1011510 1.75 -0.12 10 1.14 -1.05 75 0.00 2.37 5 0 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �TGEFY R Butler Ma"utaaturi" Calculations Package 15-009523-01 Base Plate Connection Strength Ratios Date: 7/ 17/201.5 Time:1O:2O AM Page: 84 of 129 X-Loc Rod Load Rod Load Rod ILoad Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case BendingCase BearingCase Tension Case Comp Case Weld Case Weld Case 1011510 0.092 10 - 0 0 - 0 0.002 9 - 0 0.026 9 0.003 9 0.004 9 1011510 0.076 10 0.027 75 0 - 0 0.024 5 0.033 75 0.045 5 0.025 5 0.062 l0 Bolted End -Plate Connections Plate Fy = 0.00 ksi End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. No. it. No. Type Thick. in. Width in.) Length (in. Diam. in. Spec/Joint Gages h /Out in.) Configuration Pitches I st/2nd Confi uration Pitches I st/2nd ID Desc. (in.) ID Desc. in. 2 3 2 2 KN(Face) KN(Face) 0.375 0.375 6.00 6.00 9.11 9.51 0.500 0.500 A325/- A325/- 3.00 3.00 11 11 Flush Flush 3.00 3.00 Pinned Connections: Maximum Shear Case Maximum Tension Case Stren th Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k) Tension Shear V + T Bending Yielding Bearing Weld Weld 1 2 0 0.0 0.0 0 0.0 0.0 0.186 0.011 0.000 0.141 0.561 0.176 0.226 0.226 2 2 5 0.5 2.1 9 1.9 0.4 0.058 0.098 0.000 0.060 0.087 0.068 0.051 0.090 3 2 5 0.5 2.1 9 1.9 0.41 0.058 0.098 0.000 0.058 0.042 0.073 0.036 0.090 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 1 12/0/0 20/0/0 12/0/0 20/0/0 GFB2050 GFB2050 0.220 0.100 10 10 Parapet Post Summary X-Loc Grid Moment Shear Attachmen Parapet Reaction Column Stiffener Allowable Stiff Thickness Length tLength Size bearing required? w/stiff Width 101/5/0 5.5-K 26.00 1.37 18.0 2 2.21 11.97 N 0.84 11.97 N Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses oer Member (Locations are from Joint 1 ) Controlling Cases Re uired Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 12.48 8.50 6 -0.1 -90.2 0.0 16.1 140.4 40.3 0.65 1 12.48 8.50 5 -2.1 14.7 0.14 2 0.00 8.50 5 0.5 90.3 0.0 59.9 147.1 29.2 0.62 2 3.21 8.50 5 2.1 14.7 0.14 3 12.50 10.00 10 0.1 -127.9 0.0 1 91.3 1 152.3 26.6 0.84 3 23.20 10.00 9 1.81 31.1 1 0.06 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 1 12.48188.26 102. 102.0 1.67 1.67 17.40 1.55 4.09 0.81 0.0 0.00 0.01[11 1.00 0.002 0.0 188.26 102. 102. 1.67 1.67 17.40 1.554.09 0.81 0.00 0.00 0.013 12.50 278.35 ]50. 150. 2.9 0.50 45.35 2.81 9.07 1.1 10.53 1.75 0.02 1.00 1.16 0.69 1.00 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. <�Ef2 6uder ManufaaurirM Calculations Package 15-009523-01 Deflection Load Combinations - Framing Date: 7/ 1.7/2015 Time:10:20 AM Page: 85 of 129 No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 W1> Wl> 4 System 1.000 60 180 0.42 <W 1 <W 1 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 50 1 0 3.0 <E + 3.0 EG- <E + EG- Controlling Frame Deflection Ratios for Cross Section: 5.5 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/7034) U858 0.040 0.174 3 2 2 1 6 6 <W2 <W2 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. IF g ,,.. z...aio" U// ,,,,.. .. m. �`efr,• .roil'. .at".�`.:'�;,. . ,, a.... _ s , . v1,i ,, w.�.... File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 7/ 1.7/201.5 ------------- 13utlw Manuftct,r„ g Calculations Package 15-009523-01 Time: 10:20 AM Page: 86 of 129 -II/ �WIIMIIM Frame Cross Section: 5 59-8 1/2'. Dimension Key 1 8 1/2" 2 1'-0" 3 2'-6" 4 2 1/4" 5 2'-91/8" 6 2 5/8" 7 F-13/8" 8 2'-913/16" 9 3 13/16" 10 F-I1/2" 11 F-4 1 /2" 12 0" 13 25'-7 3/8" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX005) and 8(CX006): 93'-11 15/16" Vert. Clearance at member I (CX005): 19'-1 5/16" Vert. Clearance at member 8(CX006): 19'-1 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScope Buildings North America, 'Inc. Date: 7/ 17/2015 �fiTLER Butler Manufacturing Calculations Package 15-009523-01 Time: 10:2O AM Page: 87 of 129 Frame Location Design Parameters: Location I Avp. Bay Space I Description Angle I Group I Trib. Override Design Status Load Combinations - 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + LO CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0D+I.0CG+I.0S>+1.0SD D+CG+S>+SD 6 System 1.000 1.0D+I.0CG+1.0<S+1.0SD D+CG+<S+SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 US I * D + CG + US 1 * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 9 System 1.000 1.0D+I.0CG+0.6W1> D+CG+W1> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + LO CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + LO CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 21 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 26 System 1.000 I.0D+I.0CG+0.75L+0.45WI> D+CG+L+W1> 27 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<Wl 28 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 1.0D+I.0CG+0.755+0.45W1> D+CG+S+W1> 33 System 1.000 1.0D+1.0CG+0.75S+0.45<WI D+CG+S+<W1 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 42 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- 50 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6WBI> D+CG+WPR+WB1> 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 52 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR +WB1> 53 System Derived 1.000 1.OD+I.00G+0.75S+0.45WPR +0.45WB1> D+CG+S+WPR +WB1> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B I D + CG + WPR + <WB 1 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 56 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WB1 57 System Derived 1.000 1.OD+I.0CG+0.755+0.45WPR +0.45<WBI D+CG+S+WPR+<WB1 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 60 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45WB2> D+CG+L+WPR+WB2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 W B2> D + CG + S + WPR + WB2> File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. su - Date: 7/ 17/201.5 Butler Manufacturing Calculations Package 15-009523-01 Time:10:20 AM Page: 88 of 129 62 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6<WB2 D+CG+WPR+<WB2 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 78 System Derived I.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 79 System Derived 1.000 0.6D+0.6CU+0.6WPL. +0.6<WB4 D+CU+WPL+<WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <W134 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 82 System Derived 1.000 0.6 MWB MWB -Wall: 1 83 System Derived 1.000 0.6 MWB MWB - Wall: 2 84 System Derived 1.000 0.6 MWB MWB - Wall: 3 85 System Derived 1.000 0.6 MWB MWB - Wall: 4 86 System Derived 1.000 0.6 MWB MWB - Wall: 5 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D+CU+<E+EG-+EB> 95 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 96 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 105 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 106 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk in.) Web Thk in. Depthl in. Depth2 in. Length ft) Weight O Flg Fy ksi Web Fy ksi Splice Jt.I Codes Jt.2 Shape 1 8.00 0.6250 0.3750 12.00 36.00 23.20 1564.5 55.00 55.00 BP KN 3P 2 8.00 0.6250 0.3125 44.00 24.00 15.04 877.6 55.00 55.00 KN SS 3P 3 8.00 0.5000 0.2500 24.00 24.00 10.92 547.2 55.00 55.00 SS SP 3P 4 6.00 0.6250 0.2500 24.00 49.00 24.08 1380.4 55.00 55.00 SP SP 3P 5 6.00 0.6250 0.2500 49.00 29.00 24.08 1429.6 55.00 55.00 SP SP 3P 6 8.00 0.3750 0.2500 29.00 29.00 10.92 520.2 55.00 55.00 SP SS 3P 7 8.00 0.3750 0.3750 29.00 44.00 15.04 842.1 55.00 55.00 SS KN 3P 8 8.00 0.6250 0.3750 12.00 36.00 23.20 1564.5 55.00 55.00 BP KN 3P Total Frame Weight = 8726.1 (p) (Includes all plates) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 8 0/0/0 1011510 0/6/0 -0/6/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 l"ile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1 BLTLE� 8utlar MattufacturiiCalculations Package I5-009523-01 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Section- 5 Date: 7/ 1.7/2015 Time:10:20 AM Page: 89 of 129 Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5-A 9 X 13 0.375 4 - 1.000 99'-6" Exterior Column 1011510 5-K 9 X 13 0.375 4 - 1.000 99'-6" Load Type Desc. Hx I Hz Vy Hx I Hz V D Frm 4.18 7.90 -4.18 7.67 CG Frm 4.81 7.44 -4.81 7.03 L> Frm 15.93 24.59 -15.93 24.26 <L Frm 15.93 24.59 -15.93 24.26 SMS> Frm 19.91 30.74 -19.91 30.32 <SMS Frm 19.91 30.74 -19.91 30.32 S> Frm 13.94 21.52 -13.94 21.23 SD Frm 0.30 4.17 -0.30 2.45 <S Frm 13.94 21.52 -13.94 21.23 USl* Frm 11.52 12.28 -11.52 21.66 *US1 Frm 11.96 21.95 -11.96 12.19 Wl> Frm -21.84 -28.77 6.55 -16.89 <W1 Frm -6.68 -18.01 20.24 -26.41 W2> Frm -17.24 -18.05 1.98 -7.08 <W2 Frm -2.11 -7.31 15.65 -16.58 WPL Frm -10.68 -20.29 10.16 -24.14 WPR Frm -11.18 -26.46 11.12 -19.20 MW Frm - - - - MW Frm - - - MW Frm 2.73 1.28 6.33 -1.28 MW Frm - - - - MW Frm -7.07 -1.40 -3.21 1.40 CU Frm - - - - L Frm 15.93 24.59 -15.93 24.26 S Frm 13.94 21.52 -13.94 21.23 E> Frm -6.29 -2.65 -6.56 2.65 EG+ Frm 2.13 3.30 -2.13 3.18 <E Frm 6.28 2.65 6.55 -2.65 EG- Frm -2.13 -3.30 2.13 -3.18 WB1> Brc 0.14 -5.34 -5.48 -0.14 -5.75 -5.87 <WB1 Brc -0.09 - 4.55 0.09 - 4.53 WB2> Brc 0.07 -2.61 -2.78 -0.07 -2.71 -2.90 <WB2 Brc -0.15 - 7.54 0.15 - 7.67 WB3> Brc 0.14 -5.19 -5.64 -0.14 -5.90 -6.17 <WB3 Brc -0.09 - 4.50 0.09 - 4.96 WB4> Brc 0.07 -2.46 -2.75 -0.07 -2.86 -3.08 <WB4 Brc -0.15 - 7.46 0.15 - 8.09 MWB Brc 0.09 -4.47 -4.28 -0.09 -3.38 -3.25 MWB Brc - - - - - - MWB Brc - MWB Brc -0.20 9.66 0.20 10.66 MWB Brc - - - - EB> Brc 0.38 -14.32 -14.84 -0.38 -15.84 -16.01 <EB Brc -0.31 - 15.47 0.31 - 15.94 SMS Frm 19.91 30.74 -19.91 - 30.32 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 15.8 15.5 CG 0.0 0.0 14.5 14.5 L> 0.0 0.0 48.9 48.8 <L 0.0 0.0 48.9 48.8 SMS> 0.0 0.0 61.2 61.1 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surc�� Butler Manufacturing Calculations Package 15-009523-01 <SMS 0.0 0.0 61.2 61.1 S> 0.0 0.0 42.8 42.7 SD 0.0 0.0 7.7 6.6 <S 0.0 0.0 42.8 42.7 US1* 0.0 0.0 34.0 33.9 *US1 0.0 0.0 34.2 34.1 WI> 13.4 15.3 45.7 45.7 <WI 13.8 13.6 44.5 44.4 W2> 14.2 15.3 25.1 25.1 <W2 13.1 13.5 24.0 23.9 WPL 0.9 0.5 44.5 44.4 W PR 1.8 0.1 45.7 45.7 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.4 9.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 10.3 10.3 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 48.9 48.8 S 0.0 0.0 42.8 42.7 E> 12.7 12.8 0.0 0.0 EG+ 0.0 0.0 6.5 6.5 <E 12.7 12.8 0.0 0.0 EG- 0.0 0.0 6.5 6.5 WB1> 0.0 0.0 0.0 11.4 <WB1 0.0 0.0 0.0 9.1 WB2> 0.0 0.0 0.0 5.7 <WB2 0.0 0.0 0.0 15.2 WB3> 0.0 0.0 0.0 11.8 <WB3 0.0 0.0 0.0 9.5 WB4> 0.0 0.0 0.0 5.8 <WB4 0.0 0.0 0.0 15.5 MWB 0.0 0.0 0.0 7.5 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 20.3 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 30.8 <EB 0.0 0.0 0.0 31.4 SMS 0.0 0.0 61.2 61.1 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Date: 7/ 17/2015 Time:10:20 AM Page: 90 of 129 X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) k) (k) k) (k) (in-k) (in-k) 0/0/0 5-A 10.60 20 28.90 3 25.07 95 23.60 96 45.99 3 1011510 5-K 28.90 3 10.44 45 27.72 95 25.64 96 45.03 3 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age & pitch standards are based on ACI-318 Appendix D criteria for "cast -in- lace" anchor rods Min space = 4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch I Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in. in.) Type Flange Web 0/0/0 5-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.2500 OS-0.1875 101/5/0 5-K 8 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.2500 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingfWA Case X-Loc Shear Axial Load Shear I Tension Load Shear Comp Load Shear Axial Frame Shear Load k) k Case (k) (k) Case k k Case k) k k Case 0/0/0 29.37 46.02 4 1.66 -23.60 96 29.37 46.02 4 25.07 -23.60 1.66 96 101/5/0 29.36 45.10 3 1.66 -25.63 96 29.36 45.10 3 27.72 -25.63 1.66 96 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of 131ueScope Buildings North America, Inc. BUTLER w Butler Martufaaturirtf) Calculations Package 15-009523-01 Base Plate Connection Streneth Ratios Date: 7/ 17/201.5 Time:10:20 AM Page: 91 of 129 X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case I Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.895 4 0.345 96 0.503 96 0 0.356 4 0.676 96 0.411 4 0.357 4 0.923 1 4 101/5/0 0.895 3 0.375 96 0.602 96 0 0.349 3 0.734 96 0.393 3 0.350 3 0.923 3 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft) in.) (in.) (in.) (in.) Description 1 1 S9 19.50 34.678 92.47 N/A N/A 0.3750 4.000 Both SP-BS-0.3750,W-BS-0. 1875,F-OS-0. 1875 6 1 S5 0.94 28.250 113.00 N/A N/A 0.5000 5.000 Near F-BS-0. I 875,W-BS-0. 1875 8 1 S5 2.47 72.324 192.86 N/A N/A 0.5000 5.000 Near F-BS-0. 1 875,W-BS-0. 1875 8 2 S9 19.50 34.678 92.47 N/A N/A 0.5000 4.000 Both SP-BS-0.4375,W-BS-0.1875,F-OS-0.1875 Bolted End -Plate Connections Plate Fy = 55.00 ksi End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. No. it. No. Type Thick. (in.) Width (in.) Length (in.) Diam. (in.) Spec/Joint Gages In/Out (in.) Confi uration Pitches Ist/2nd Confi uration Pitches lst/2nd ID I Desc. (in.) ID Desc. (in.) 1 2 KN(Face) 0.625 8.00 1 47.37 0.750 A325N/PT 3.50 43 1 Ext/Gusset 3.75/2.00 13 Flush 2.00/2.00 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, 2 1 KN(Face) 1 0.625 1 8.00 1 47.37 1 0.7501 A325NW 3.50 43 Ext/Gusset 3.75/2.00 13 Flush 2.00/2.00 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, 3 2 SP 0.625 8.00 27.37 0.750 A325N/PT 3.50 11 Flush 19.56 31 Extended 3.75 4 I 1 I SP 10.625 I 6.00 127.43 I0.750I A325N/PT 3.50 11 Flush 19.56 31 Extended 3.75 4 2 SP 0.500 6.00 52.37 0.750 A325N/PT 3.50 11 Flush 42.69 42 Ext/Gusset 3.75/2.00 Gusset In 2.875 x 0.2500 x 5.13 SP-BS-0.1875, 5 1 SP 1 0.500 1 6.00 52.38 10.750 1 A325N/PT 3.50 1 11 1 Flush 1 42.69 142 1 Ext/Gusset 1 3.75/2.00 1 Gusset In 2.875 x 0.2500 x 5.00 SP-BS-0.1875, 5 2 SP 0.500 6.00 32.41 0.750 A325N/PT 3.50 11 Flush 20.56 33 Extended 3.75/2.00 6 12 I d Extended 3.75/2.00 KN(Face) 0.625 8.00 47.37 0.750 A325N/PT 3.50 43 Ext/Gusset 3.75/2.00 13 2.00/2.00 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, 8 1 2 I KN(Face) 1 0.625 1 8.00 1 47.38 10.750 1 A325N/PT 1 3.50 143 1 Ext/Gusset 1 3.75/2.00 1 13 1 Flush 1 2.00/2.00 1 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, Moment Connections: Outside Flange Re uired Strength Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) k) in-k) Proc. Tension Shear BendingYieldingRupture TearingWeld Weld 1 2 4 -32.9 38.7 6307.6 AISC DG-16/Thick plate 0.920 0.315 0.925 0.000 0.0 0.150 0.937 0.959 2 1 4 -32.9 38.7 6307.6 AISC DG-16/Thick plate 0.920 0.315 0.925 0.000 0.00 0.15 0.937 0.959 3 2 63 10.2 4.3 619.5 AISC DG-16/Thick plate 0.917 0.087 0.770 0.000 0.000 0.055 0.959 0.959 4 1 63 10.2 4.3 619.5 AISC DG-16/Thick plate 0.917 0.087 0.770 0.000 0.000 0.055 0.959 0.959 4 2 63 9.7 1.8 1038.8 AISC DG-16/Thin plate 0.813 0.037 0.742 0.000 0.000 0.029 0.959 0.959 5 1 63 9.7 1.8 1038.8 AISC DG-16/Thin plate 0.813 0.037 0.742 0.000 0.000 0.029 0.959 0.959 5 2 79 9.3 4.4 539.4 AISC DG-16/Thin plate 0.754 0.089 0.685 0.000 0.000 0.071 0.959 0.959 6 1 79 9.3 4.4 539.4 AISC DG-16/Thin plate 0.754 0.089 0.685 0.000 0.000 0.071 0.959 0.959 7 2 3 -32.3 38.8 6355.9 AISC DG-I6/Thick plate 0.924 0.316 0.941 0.000 0.000 0.150 0.959 0.959 8 2 3 -32.3 38.8 6355.9 AISC DG-I6/Thick plate 0.924 0.316 0.941 0.000 0.000 0.150 0.947 0.959 Flange Required Strength Design Stren h Ratios * it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. Cs (k) (k) in-k) Proc. Tension Shear BendingYieldingRupture TearingWeld Weld T 2 48 4.3 4. 3092.3 AISC DG-16/Thin plate 0.852 0.045 0.856 0.00 0.000 0.021 0.959 0.959 1 48 4.3 4. 3092.3 AISC DG-16/Thin plate 0.852 0.045 0.856 0.00 0.000 0.021 0.959 0,959 2 8 -21.5 15.2 2166.8 AISC DG-I6/Thick plate 0.999 0.206 0.947 0.485 0.718 0.117 0.959 0.959 1 8 -21.5 15.2 2166.8 AISC DG-I6/Thick plate 0.999 0.206 0.947 0.485 0.718 0.117 0.959 0.959 2 4 -29.3 0.6 5022.7 AISC DG-16/Thin plate 0.948 0.006 0.981 0.000 0.000 0.004 0.863 0.959 5 1 4 -29.3 0.6 5022.7 AISC DG-16/Thin plate 0.948 0.006 0.981 0.000 0.000 0.004 0.863 0.959 5 2 7 -20.7 15.7 2325.4 AISC DG-16/Thin plate 0.601 0.128 0.944 0.607 0.897 0.076 0.959 0.959 6 1 7 -20.7 15.7 2325.4 AISC DG-16/Thin plate 0.601 0.128 0.944 0.607 0.897 0.076 0.773 0.959 7 2 49 5.5 4.3 3342.3 AISC DG-I6/Thin plate 0.926 0.044 0.951 0.000 0.000 0.021 0.865 0.959 8 2 49 5.5 4.3 3342.31 AISC DG-16/Thin plate 0.926 0.044 0.951 0.000 0.000 0.021 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLEJ,T� Butler manuractui Calculations Package 15-009523-01 Flange Brace Summary Date: 7/ 17/2015 Time:10:20 AM Page: 92 of 129 Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 16/6/0 16/0/0 (2)GFB4007 1.990 4 2 2/l/5 45/1/6 (2)GFB4017 1.717 4 3 5/11/0 29/l/6 GFB2066 0.883 104 3 9/11/0 25/l/6 GFB2066 0.717 104 4 151010 9/l/6 GFB4017 0.655 63 4 23/0/0 I/l/6 GFB5045 0.465 20 5 1/1/0 1/1/6 GFB5045 0.457 20 5 17/l/O 17/1/6 GFB3096 0.556 79 6 1/0/0 25/l/6 GFB3077 0.523 102 7 6/l/0 41/1/6 GFB3116 2.004 3 7 10/1/0 45/l/6 (2)GFB4041 1.283 3 8 16/6/0 16/0/0 2 GFB4007 1.999 1 3 Parapet Post Summary X-Loc Grid Moment Shear Attachmen Parapet Reaction Column Stiffener Allowable Stiff Thickness Length t Length Size bearing required? w/stiff Width 1011510 5-K 28.13 1.48 18.0 2 2.39 29.50 N 0.91 29.50 N 0/0/0 5-A 46.92 2.47 18.0 2 3.98 29.50 N 1.51 29.50 N Frame Design Member Summar - Controllin Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Stren th Ratios Axial Axial Shear Mom-x mom- Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. It in. Flexure k k in-k in-k k k in-k in-k Flexure 1 16.52 32.15 4 -47.5 -5388.8 0.0 204.9 6696.8 695.9 0.95 1 0.00 12.00 4 -27.0 89.1 0.30 2 1.35 44.00 4 -32.9 -6307.6 0.0 444.7 10027.8 694.4 0.67 2 1.35 44.00 4 38.7 57.9 0.67 3 10.92 24.00 8 -21.5 2166.8 0.0 171.5 4134.8 539.9 0.59 3 0.00 24.00 4 29.8 55.9 0.53 4 11.01 35.50 3 -29.1 4115.3 0.0 91.9 5753.6 388.9 0.95 4 1.50 25.57 4 20.1 53.2 0.38 5 8.85 41.62 4 -29.2 4626.8 0.0 92.0 6756.5 392.1 0.93 5 23.86 29.00 3 -21.4 46.4 0.46 6 0.00 29.0 7 -21.1 2325.8 0.0 225.0 3737.1 350.3 0.67 6 10.92 29.0 3 -30.2 44.8 0.68 7 12.21 44.0 3 -32.3 -6355.9 0.0 347.7 7937.9 375.9 0.85 7 12.21 44.0 3 -38.8 97.8 0.40 8 16.52 32.15 3 -46.5 -5423.4 0.0 204.9 6697.9 695.9 0.95 8 0.00 12.00 3 27.2 89.1 0.30 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 I Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 16.52 236.11 198.3 198.3 21.59 5.00 3407.38 53.47 211.95 13.37 247.16 21.09 1.86 13286.4 1.65 1.00 1.17 1.00 0.73 7 2 1.35 567.72 36.4 36.4 23.36 5.00 6738.39 53.44 306.29 13.36 359.65 21.04 1.74 25136.3 1.00 0.99 1.00 1.00 0.61 3 10.92 567.72 192.2 48.0 13.75 4.00 1358.15 42.70 113.18 10.67 127.06 16.36 0.79 5894.80 1.15 1.00 1.11 1.00 0.86 4 11.01 567.72 192.2 48.0 16.06 3.75 3117.89 22.54 175.65 7.51 204.10 11.79 1.16 6855.29 1.26 0.99 1.00 1.00 0.82 5 8.85 563.86 192.1 48.0 17.59 3.75 4520.79 22.55 217.27 7.52 255.55 11.88 1.19 9473.16 1.02 0.96 1.00 1.00 0.77 6 0.00 563.86 96.1 48.0 13.06 3.00 1698.85 32.04 117.16 8.01 135.75 12.44 0.43 6562.66 1.15 1.00 1.06 0.92 0.69 7 12.21 563.86 25.4 25.4 22.22 3.00 5382.96 32.19 244.68 8.05 306.24 13.52 1.05 15315.5 1.06 1.00 1.09 0.92 0.5 5 8 16.52 236.11 198.3 198.3 21.59 5.00 3407.38 53.47 211.95 13.37 247.16 21.09 1.86 13286.4 1.65 1.00 1.17 1.00 0.73 7 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surLsfz Butier Manutaaturing Calculations Package 15-009523-01 Deflection Load Combinations - Framing Date: 7/ 1.7/201.5 Time:1O:2O AM Page: 93 of 129 No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 WI> W1> 4 System 1.000 60 180 0.42 <W 1 <W I 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 1 50 1 0 3.0 <E + 3.0 EG- <E + EG- Controlling Frame Deflection Ratios for Cross Section: 5 Description Ratio Deflection in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 ( H/62) L/372) 4.131 3.119 8 5 2 1 10 2 <E + EG- SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness (K): 9.609 (k/in) Fundamental Period (calculated) (T): 0.692 (sec.) Design Story Drift: 3.130 (in.) Seismic Drift Ratio: 0.620 (OK) File: 15-009523-02 Version: 2015. 1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BurcE Date: 7/ 17/2015 Sutler Manufacturing Calculations Package 15-009523-01 Time: 1O:2O AM Page: 94 of 129 77 Vl?ti, SrFram� at,4�IC►14; M __. v ._ __ .. .._ _ _ .__.....,.,.:` Frame Cross Section: 4 i4 aD N Dimension Key 1 8 1/2" 2 F-0" 3 2'-6" 4 2 1/4" 5 4'-3 3/4" 6 F-3 3/8" 7 2 5/8" 8 F-13/8" 9 2'-913/16" 10 3 13/16" 11 F-11/2" 12 l'-4 1 /2" 13 0" 14 25'-7 3/8" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX007) and 8(CX008): 93'-11 15/16" Vert. Clearance at member I(CX007): 19'-1 5/16" Vert. Clearance at member 8(CX008): 19'-1 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 7/ 17/2015 sur;<;�R rc Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM Page: 95 of 129 Frame Location Design Parameters: Location I Avg. Bav Space I Description Angle I Group I Trib. Override Design Status Load Combinations - 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0D+I.0CG+I.0S>+1.0SD D+CG+S>+SD 6 System 1.000 1.0D+I.0CG+1.0<S+1.0SD D+CG+<S+SD 7 System 1.000 1.0D+I.0CG+1.0US1* D+CG+US1* 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 9 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 10 System 1.000 1.0 D + 1.0 CG + 0.6. <W 1 D + CG + <W 1 1 I System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0D+I.0CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D + LO CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW -Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W l D + CU + <W 1 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 26 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 27 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W 2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 I.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 33 System 1.000 1.0D+I.0CG+0.75S+0.45<WI D+CG+S+<W1 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0D+I.0CG+0.75S+0.45WPL D+CG+S+WPL 37 System 1.000 1.0D+I.0CG+0.75S+0.45WPR D+CG+S+WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 42 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- 50 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WB1> D+CG+WPR +WB1> 51 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WB1> 52 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WB1> 53 System Derived 1.000 I.0D+I.0CG+0.75S+0.45WPR +0.45WB1> D+CG+S+WPR+WB1> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 55 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR+<WB1 56 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45<WB1 D+CG+L+WPR+<WB1 57 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR +0.45<WB1 D+CG+S+WPR+<WB1 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + WB2> File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 7/ 1.7/201.5 @utWr ManutaaturIN Calculations Package 15-009523-01 Time: 10:20 AM Page: 96 of 129 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR+<WB2 64 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WB2 D+CG+L+WPR+<WB2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <W B2 D + CG + S +WPR + <WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 76 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45WB4> D+CG+L+WPL+WB4> 77 System Derived L000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 79 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D+CU+WPL+<WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 82 System Derived 1.000 0.6 MWB MWB -Wall: 1 83 System Derived 1.000 0.6 MWB MWB -Wall: 2 84 System Derived 1.000 0.6 MWB MWB - Wall: 3 85 System Derived 1.000 0.6 MWB MWB - Wall: 4 86 System Derived 1.000 0.6 MWB MWB - Wall: 5 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 95 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 96 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 <EB D + CG + E> + EG++ <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 105 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 106 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Frame Member Sizes Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depthl (in.) Depth2 (in.) Length ft Weight ( Fig Fy (ksi) Web Fy ksi Splice Jt.I Codes R.2 Shape 1 9.00 0.5000 0.3750 12.00 36.00 24.70 1649.9 55.00 55.00 BP KN 3P 2 8.00 0.6250 0.3125 44.00 22.00 15.04 924.3 55.00 55.00 KN SS 3P 3 8.00 0.5000 0.2500 22.00 22.00 10.92 519.0 55.00 55.00 SS SP 3P 4 8.00 0.5000 0.2500 22.00 47.00 24.08 1391.9 55.00 55.00 SP SP 3P 5 6.00 0.6250 0.2500 47.00 29.00 24.08 1408.3 55.00 55.00 SP SP 3P 6 8.00 0.3750 0.2500 29.00 29.00 10.92 520.2 55.00 55.00 SP SS 3P 7 8.00 0.6250 0.3125 29.00 44.00 15.04 968.5 55.00 55.00 SS KN 3P 8 9.00 0.5000 0.3750 12.00 36.00 24.70 1649.9 55.00 55.00 BP KN 3P Total Frame Weight = 9031.9 (p) (Includes all plates) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y(in.) Displacement Zz(rad.) 1 8 0/0/0 1011510 -2/0/0 -2/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BtfTLEa butler MariU---R q Calculations Package 15-009523-01 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvve at Frame Cross Section: 4 Date: 7/ 1.7/201.5 Time: 10:20 AM Page: 97 of 129 Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-A 10 X 13 0.375 4 - 1.000 98'-0" Exterior Column 101/5/0 4-K 10 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. Hx I Hz Vy Hx I Hz V D Frm 3.99 7.91 -3.99 7.92 CG Frm 3.86 6.34 -3.86 6.34 L> Frm 15.45 25.35 -15.45 25.35 <L Frm 15.45 25.35 -15.45 25.35 SMS> Frm 19.31 31.69 -19.31 31.69 <SN4S Frm 19.31 31.69 -19.31 31.69 S> Frm 13.52 22.18 -13.52 22.18 SD Frm 0.45 5.42 -0.45 5.42 <S Frm 13.52 22.18 -13.52 22.18 USl* Frm 11.01 12.66 -11.01 22.64 *USI Frm 11.76 22.64 -11.76 12.66 Wl> Frm -21.66 -28.41 3.15 -15.97 <WI Frm -4.58 -16.37 21.32 -28.03 W2> Frm -16.76 -17.05 -1.30 -4.84 <W2 Frm 0.31 -5.01 16.87 -16.90 WPL Frm -10.07 -19.91 8.97 -24.50 WPR Frm -10.21 -24.91 9.55 -19.48 MW Frm - - - - MW Frm - - - - MW Frm 3.52 1.85 7.83 -1.85 MW Frm - - - - MW Frm -7.28 -1.82 -4.07 1.82 CU Frm - - - - L Frm 15.45 25.35 -15.45 25.35 S Frm 13.52 22.18 -13.52 22.18 E> Frm -6.14 -2.92 -7.07 2.92 EG+ Frm 1.90 3.12 -1.90 3.12 <E Frm 6.14 2.92 7.07 -2.92 EG- Frm -1.90 -3.12 1.90 -3.12 WB1> Brc -0.10 5.50 0.10 5.86 <WB1 Brc 0.11 4.07 -4.56 -0.11 4.21 -4.51 WB2> Brc -0.05 - 2.79 0.05 - 2.89 <WB2 Brc 0.18 6.70 -7.56 -0.18 7.10 -7.65 WB3> Brc -0.10 - 5.65 0.10 - 6.15 <WB3 Brc 0.11 3.86 4.52 -0.11 4.42 -4.94 WB4> Brc -0.05 - 2.76 0.05 - 3.07 <WB4 Brc 0.18 6.49 -7.48 -0.18 7.32 -8.06 MWB Brc -0.07 - 4.29 0.07 - 3.24 MWB Brc - MWB Brc - MWB Brc 0.23 9.48 -9.70 -0.23 10.44 -10.62 MWB Brc - - - - - - EB> Brc -0.27 - 14.89 0.27 - 15.96 <EB Brc 0.36 13.78 -15.52 -0.36 15.05 -15.89 SMS Frm 19.31 - 31.69 -19.31 - 31.69 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 16.4 15.8 CG 0.0 0.0 12.7 12.7 L> 0.0 0.0 50.7 50.7 <L 0.0 0.0 50.7 50.7 SMS> 0.0 0.0 63.4 63.4 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ,sort -- Butler Manufacturing Calculations Package 15-009523-01 <SMS 0.0 0.0 63.4 63.4 S> 0.0 0.0 44.4 44.4 SD 0.0 0.0 10.8 10.8 <S 0.0 0.0 44.4 44.4 US 1 * 0.0 0.0 35.3 35.3 *US1 0.0 0.0 35.3 35.3 W 1> 17.4 18.5 44.3 44.4 <W 1 17.4 16.7 44.4 44.4 W2> 17.4 18.1 21.9 21.9 <W2 17.4 17.2 21.9 21.9 WPL 0.4 1.1 44.4 44.4 WPR 0.4 0.7 44.3 44.4 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 11.3 11.3 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 11.4 11.4 0:0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 50.7 50.7 S 0.0 0.0 44.4 44.4 E> 13.2 13.2 0.0 0.0 EG+ 0.0 0.0 6.2 6.2 <E 13.2 13.2 0.0 0.0 EG- 0.0 0.0 6.2 6.2 WB1> 0.0 0.0 0.0 11.4 <WB1 0.0 0.0 0.0 9.1 WB2> 0.0 0.0 0.0 5.7 <WB2 0.0 0.0 0.0 15.2 WB3> 0.0 0.0 0.0 11.8 <WB3 0.0 0.0 0.0 9.5 WB4> 0.0 0.0 0.0 5.8 <WB4 0.0 0.0 0.0 15.5 MWB 0.0 0.0 0.0 7.5 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 20.3 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 30.8 <EB 0.0 0.0 0.0 31.4 SMS 0.0 0.0 63.4 63.4 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on l st order structural anal sis. Date: 7/ 17/2015 Time:10:20 AM Page: 98 of 129 X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load I Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k (k) (in-k) in-k 0/0/0 4-A 10.60 20 27.16 3 - - 24.12 105 24.61 106 45.94 3 101/5/0 4-K 27.16 3 11.30 45 - 26.34 105 25.24 106 45.95 3 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI-318 Appendix D criteria for "cast -in -place" anchor rods (Min space = 4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch i Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) T Flange Web 0/0/0 4-A 1 0.375 10 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 101/5/0 4-K 8 0.375 10 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadime Maximum Shear Case Maximum Tension Case Maxim mComp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load k) (k) Case (k) (k) Case (k) (k) Case k) k k Case 0/0/0 27.61 46.01 4 1.70 -24.60 106 27.61 46.01 4 24.12 -24.60 1.70 106 1011510 27.62 46.00 3 1.70 -25.24 1 106 27.62 46.00 3 26.34 -25.24 1.70 106 File: 15-009523-02 Version: 2015.1 BLIder Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 7/ 17/2015 � ------------ Calculations Package 15-009523-01 Time:10:20 AM .� tue, Page: 99 of 129 Rom plate Cnnnartinn Cfrenath R.Hnc X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.842 4 0.360 106 0.507 106 0 0.320 4 0.618 106 0.375 4 0.407 4 0.853 1 4 101/5/0 0.842 3 0.369 106 0.563 106 0 0.320 3 0.634 106 0.375 3 0.407 3 0.854 3 Weh CHffener G,mm Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in.) (in.) (in.) in.) Description 1 1 S9 21.00 34.437 91.83 N/A N/A 0.5000 3.000 Both SP-BS-0.4375,W-BS-0. 1875,F-OS-0. 1875 8 1 1 S9 21.00 34,437 91.83 N/A N/A 0.5000 3.000 Both SP-BS-0.4375,W-BS-0.1875,F-OS-0.1875 rfouieu ERQ-Aare Lonnecnons iriate ry = JJ.uu Ksl End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. It. Type Thick. Width Length Diam. Spec/Joint Gages In/OutN Configuration Pitches Ist/2nd Configuration Pitches lst/2nd Desc. (in.) ID Desc. (in. No. No. in.) (in.) (in.) in. (in. 1 2 KN(Face) 1.000 9.00 45.00 1.000 A325N/PT 4.00 Flush 2.75 12 Flush 2.75 2 1 KN(Face) 1.000 8.00 45.00 1.000 A325N/PT 4.00 Flush 2.75 12 Flush 2.75 3 2 SP 0.500 8.00 25.25 0.750 A325N/PT 3.50 Flush 14.00 33 Extended 3.50/2.00 4 1 SP 0.500 8.00 25.29 0.750 A325N/PT 3.50 Flush 14.00 33 Extended 3.50/2.00 4 2 SP 0.500 1 8.00 1 50.37 0.750 A325N/PT 3.50 11 Flush 38.69 43 Ext/Gusset 3.75/2.00 Gusset In 1.8 /J x U.1JUU x J.13 5 I 1 SP 10.500 1 6.00 1 50.38 10.750 I A325N/PT 3.50 111 Flush I 38.69 143 I Ext/Gusset I 3.75/2.00 Gusset In 2.875 x 0.2500 x 5.00 SP-BS-0.1875, 5 2 SP 0.500 6.00 32.41 0.750 A325N/PT 3.50 12 Flush 2.00 33 Extended 3.75/2.00 6 1 SP 0.500 8.00 32.37 0.750 A325N/PT 3.50 12 Flush 2.00 33 Extended 3.75/2.00 7 2 KN(Face) 1.000 8.00 45.00 1.000 A325N/PT 4.00 13 Flush 2.75/2.75 12 Flush 2.75/2.75 8 2 KN Face 1.000 9.00 45.00 1.000 A325N/PT 4.00 13 Flush 2.75/2.75 12 Flush 2.75/2.75 Moment Cnnnertinnsc Outside Flange Required Stren th Design Strenggth Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 4 -31.3 38.6 6372.2 AISC DG-16/Thick plate 0.990 0.295 0.787 0.000 0.000 0.143 0.845 0.959 2 1 4 -31.3 38.6 6372.2 AISC DG-I6/Thick plate 0.990 0.295 0.787 0.000 0.000 0.143 0.953 0.959 3 2 21 6.7 2.3 627.6 AISC DG-I6/Thick plate 0.930 0.046 0.979 0.000 0.000 0.044 0.959 0.959 4 1 21 6.7 2.3 627.6 AISC DG-16/Thick plate 0.930 0.046 0.979 0.000 0.000 0.044 0.959 0.959 4 2 20 6.3 0.6 1084.3 AISC DG-16/Thin plate 0.821 0.012 0.757 0.000 0.000 0.009 0.959 0.959 5 I 20 6.3 0.6 1084.3 AISC DG-16/Thin plate 0.821 0.012 0.757 0.000 0.000 0.009 0.959 0.959 5 2 20 6.1 2.4 816.7 AISC DG-16/Thin plate 0.527 0.033 0.778 0.000 0.00 0.022 0.959 0.959 6 1 20 6.1 2. 816.7 AISC DG-16/Thin plate 0.527 0.033 0.778 0.00 0.000 0.022 0.959 0.959 7 2 46 -17.5 19.4 6224.5 AISC DG-16/rhick plate 0.834 0.111 0.974 0.000 0.000 0.046 0.979 0.959 8 2 46 -17.5 19.4 6224.5 AISC DG-I6/Thick plate 0.834 0.111 0.974 0.000 0.000 0.046 0.868 0.959 Inside Flan a Required Stren th Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending yielding Rupture Tearing Weld Weld 1 2 48 3.6 4.9 3234.6 AISC DG-16/Thin plate 0.664 0.038 0.417 0.000 0.000 0.018 0.959 0.959 2 1 48 3.6 4.9 3234.6 AISC DG-16/Thin plate 0.664 0.038 0.417 0.000 0.000 0.018 0.959 0.959 3 2 8 -20.2 15.1 2085.0 AISC DG-16/Thin plate 0.815 0.123 0.978 0.485 0.651 0.074 0.959 0.959 4 1 8 -20.2 15.1 2085.0 AISC DG-16/Thin plate 0.815 0.123 0.978 0.485 0.651 0.074 0.959 0.959 4 2 4 -27.5 0.4 4991.0 AISC DG-16/Thin plate 0.760 0.004 0.954 0.000 0.000 0.002 0.815 0.959 5 1 4 -27.5 0.4 4991.0 AISC DG-16/Thin plate 0.760 0.004 0.954 0.000 0.000 0.002 0.908 0.959 5 2 7 -19.1 15.4 2387.2 AISC DG-16/Thin plate 0.626 0.125 0.984 0.607 0.897 0.074 0.959 0.959 6 1 7 -19.1 15.4 2387.2 AISC DG-16/Thin plate 0.626 0.125 0.984 0.607 0.897 0.074 0.805 0.959 7 2 49 5.8 4.8 3892.2 AISC DG-16/Thin plate 0.803 0.037 0.501 0.000 0.000 0.018 0.959 0.959 8 2 49 5.8 4.8 3892.2 AISC DG-I6/Thin plate 0.803 0.037 0.501 0.000 0.000 0.018 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. c;uresR l Lude,�aR� u,; Calculations Package 15-009523-01 Flanee Brace Summary Date: 7/ 17/201.5 Time:10:20 AM Page: 100 of 129 Member From Member Joint 1 From Side Point I Part Axial Load per FB (k) Load Case Design Note 1 18/0/0 16/0/0 (2)GFB4007 1.948 4 2 2/1/5 45/1/6 (2)GFB4017 1.742 4 3 511110 29/l/6 GFB2046 0.944 94 3 9/11/0 25/1/6 GFB2046 0.748 94 4 151010 9/l/6 GFB3116 0.610 51 4 23/0/0 1/1/6 GFB5026 0.480 20 5 1/1/0 1/1/6 GFB5026 0.478 20 5 17/l/O 17/1/6 GFB3096 0.655 20 6 1/0/0 25/l/6 GFB3077 0.625 92 7 6/1/0 41/1/6 GFB3116 2.603 3 7 10/1/0 45/1/6 (2)GFB4041 1.700 3 8 18/0/0 16/0/0 (2)GFB4007 1.949 3 Parapet Post Summary X-Loc Grid Moment Shear Attachmen Parapet Reaction Column Stiffener Allowable Stiff Thickness Length t Length Size bearing required? w/stiff Width 1011510 4-K 123.85 3.44 18.0 2 7.43 26.88 N 3.99 26.88 N 0/0/0 4-A 124.34 3.45 18.0 2 7.46 26.88 N 4.01 26.88 N Frame Desien Memher Summary - Controlline Load Cate and Maximum Comhined Stresses ner Memher (Locations are from Joint I ) Controll ng Cases Re uired Strength I Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth I + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. It in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.02 32.42 4 -47.2 -5552.9 0.0 196.1 6317.7 692.1 1.02 1 0.00 12.00 4 -25.5 89.1 0.29 2 1.35 44.00 4 -31.3 -6372.2 0.0 444.7 10027.8 694.4 0.67 2 1.35 44.00 4 38.6 57.9 0.67 3 10.92 22.00 8 -20.2 2085.0 0.0 171.1 3747.6 538.8 0.62 3 0.00 22.00 4 30.2 61.4 0.49 4 11.01 33.50 3 -27.4 4085.4 0.0 172.6 5716.5 544.8 0.79 4 3.00 25.14 4 18.8 53.1 0.35 5 8.89 40.32 4 -27.5 4591.7 0.0 92.0 6536.7 391.4 0.92 5 23.89 29.00 3 -21.2 46.4 0.46 6 0.00 29.0 7 -19.4 2387.5 0.0 225.1 3737.1 350.3 0.68 6 10.92 29.0 3 -30.1 44.8 0.67 7 12.21 44.0 3 -30.5 -6376.1 0.0 444.9 10027.8 694.4 0.67 7 12.21 44.0 3 -39.3 57.9 0.68 8 18.02 32.42 3 -47.2 -5555.2 0.0 196.1 6317.7 692.1 1.02 8 0.00 12.00 3 25.5 89.1 0.29 Parameters Used for Axial and Flexural Desien Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J I in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 18.02 254.09 216.2 216.2 20.78 4.50 3263.17 60.89 201.28 13.53 236.24 21.35 1.31 15514.3 1.65 1.00 1.17 1.00 0.71 2 2 1.35 567.44 36.4 36. 23.36 5.00 6738.39 53.44 306.29 13.36 359.65 21.04 1.7 25136.3 1.00 0.99 1.00 1.00 0.61 3 10.92 567.44 192.2 48.0 13.25 4.00 1117.60 42.69 101.60 10.67 113.56 16.33 0.78 4933.83 1.15 1.00 1.12 1.00 0.88 4 11.01 567.44 192.2 48.0 16.12 4.00 2892.79 42.71 172.72 10.68 197.99 16.51 0.84 11625.5 1.27 1.00 1.00 1.00 0.76 7 5 8.89 564.26 192.1 48.0 17.27 3.75 4197.80 22.55 208.21 7.52 244.28 11.86 1.18 8884.52 1.02 0.97 1.00 1.00 0.78 6 0.00 564.26 96.0 48.0 13.06 3.00 1698.85 32.04 117.16 8.01 135.75 12.44 0.43 6562.66 1.14 1.00 1.06 0.92 0.68 7 12.21 564.26 25.4 25.4 23.36 5.00 6738.39 53.44 306.29 13.36 359.65 21.04 1.74 25136.3 1.07 0.99 1.00 1.00 0.61 8 18.02 254.09 216.2 216.2 20.78 4.50 3263.17 60.89 201.28 13.53 236.24 21.35 1.31 15514.3 1.65 1.00 1.17 1.00 0.71 2 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ;eurLEtz HI Buti-ManutaatuHag Calculations Package 15-009523-01 Deflection Load Combinations - Framine Date: 7/ 17/2015 Time:10:20 AM Page: 101 of 129 No. Origin Factor Def H Def V Application Description 1 System 1.000 .0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 W1> W1> 4 System 1.000 60 180 0.42 <W 1 <W 1 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 1 50 1 0 3.0 <E + 3.0 EG- <E + EG- Controlline Frame Deflection Ratios for Cross Section: 4 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/53) U337 -5.084 -3.447 8 5 2 1 10 2 <E + EG- SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness (K): 7.889 (k/in) Fundamental Period (calculated) (T): 0.774 (sec.) Design Story Drift: 3.503 (in.) Seismic Drift Ratio: 0.646 (OK) ,> r, I w. �_.. ,a�..,...a. �..,3.�.�w„_.. �,w.,.m ..,za�o__.„„_„'.� ,�,,,. <.. _._.,_,!_ �.x .. __.._ .is..,,:.. o-s., �. .. -e J' File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surLFR Date: 7/ 17/2015 utierManufactuHrt9 Calculations Package 15-009523-01 Time:10:20 AM Page: 102 of 129 Frame Cross Section: 3 I r n/"VVIG VnI/J]%A-xJ 1 IVIY r%I f nPNVlG ul vC,aJJJ Dimension Key 1 8 1/2" 2 1'-0" 3 2'-6" 4 2 1/4" 5 4'-3 3/4" 6 F-3 3/8" 7 2 5/8" 8 F-I3/8" 9 2'-913/16" 10 3 13/16" 11 F-11/2" 12 F-41/2" 13 0" 14 25'-7 3/8" Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX009) and 8(CXO10): 93'-11 15/16" Vert. Clearance at member 1(CX009): 19'-1 5/16" Vert. Clearance at member 8(CXO10): 19'-1 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLEl4� Date: 7/ 17/201.5 --„------�aCtv,,� Calculations Package 15-009523-01 Time:10:20 AM Page: 103 of 129 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 74/6/0 25/0/0 ILRF Frame @ GL 4 to 2 90.0000 1 - Stress Check Load Combinations - I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + LO S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 LO D + 1.0 CG + 1.0 USl * D + CG + US1 * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *USI D + CG + *USI 9 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 I I System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW -Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<WI 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 26 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+Wl> 27 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 28 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <WI D+CG+S+<WI 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- 42 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- 50 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WBI> D + CG + WPR + WB 1> 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 52 System Derived 1.000 LOD+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR +WB1> 53 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR +0.45WB1> D+CG+S+WPR+WB1> 54 System Derived 1.000 LO D + 1.0 CG + 0.6 WPR + 0.6 <WB I D + CG + WPR + <WB 1 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 56 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WB1 D+CG+L+WPR+<WBI 57 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR +0.45<WB1 D + CG + S + WPR + <WB 1 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + WB2> Pile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[JTLER Date: 7/ 1.7/201.5 Bu tier ManutactuNng Calculations Package 15-009523-01 Time: 10:20 AM . _!Iu- Page: 1.04 of 129 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR+<WB2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <W B2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG +WPL + WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU +WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 72 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 73 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPL +0.45<WB3 D + CG + S + WPL + <WB3 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D+CU+WPL+WB4> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 79 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 82 System Derived 1.000 0.6 MWB MWB -Wall: 1 83 System Derived 1.000 0.6 MWB MWB - Wall: 2 84 System Derived 1.000 0.6 MWB MWB - Wall: 3 85 System Derived 1.000 0.6 MWB MWB - Wall: 4 86 System Derived 1.000 0.6 MWB MWB - Wall: 5 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + C U + <E + EG- + EB> 95 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 96 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 <EB D + CG + E> + EG+ + <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 105 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 106 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depthl in. Depth2 in. Length ft Weight Flg Fy (ksi) Web Fy (ksi Splice it.I Codes R.2 Shape 1 9.00 0.5000 0.3750 12.00 36.00 24.70 1649.9 55.00 55.00 BP KN 3P 2 8.00 0.6250 0.3125 44.00 22.00 15.04 924.3 55.00 55.00 KN SS 3P 3 8.00 0.5000 0.2500 22.00 22.00 10.92 519.0 55.00 55.00 SS SP 3P 4 8.00 0.5000 0.2500 22.00 47.00 24.08 1391.9 55.00 55.00 SP SP 3P 5 6.00 0.6250 0.2500 47.00 29.00 24.08 1408.3 55.00 55.00 SP SP 3P 6 8.00 0.3750 0.2500 29.00 29.00 10.92 520.2 55.00 55.00 SP SS 3P 7 8.00 0.6250 0.3125 29.00 44.00 15.04 968.5 55.00 55.00 SS KN 3P 8 9.00 0.5000 0.3750 12.00 36.00 24.70 1649.9 55.00 55.00 BP KN 3P Total Frame Weight = 9031.9 (p) (Includes all plates) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y in. Displacement ZZ rad. 1 0/0/0 8 101/5/0 2/0/0 -2/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bt1Tt1;R a 8utle, ManoraatuNrrp Calculations Package 15-009523-01 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section: 3 Date: 7/ 17/201.5 Time:10:20 AM Page: 105 of 129 Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3-A 10 X 13 0.375 4 - 1.000 98'-0" Exterior Column 1011510 3-K 10 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. Hx I Hz Vy Hx Hz V D Frm 3.99 7.91 -3.99 7.92 CG Frm 3.86 6.34 -3.86 6.34 L> Frm 15.45 25.35 -15.45 25.35 <L Frm 15.45 25.35 -15.45 25.35 SMS> Frm 19.31 31.69 -19.31 31.69 <SMS Frm 19.31 31.69 -19.31 31.69 S> Frm 13.52 22.18 -13.52 22.18 SD Frm 0.44 5.40 -0.44 5.37 <S Frm 13.52 22.18 -13.52 22.18 USl* Frm 11.01 12.66 -11.01 22.64 *USl Frm 11.76 22.64 -11.76 12.66 W 1> Frm -21.48 -28.31 3.37 -16.06 <Wl Frm -4.76 -16.48 21.13 -27.88 W2> Frm -16.58 -16.94 -1.08 -4.93 <W2 Frm 0.13 -5.12 16.68 -16.75 WPL Frm -10.07 -19.91 8.97 -24.45 WPR Frm -10.21 -24.91 9.55 -19.46 MW Frm - - - - MW Frm - - - - MW Frm 3.47 1.83 7.79 -1.83 MW Frm - - - - MW Frm -7.24 -1.79 -4.01 1.79 CU Frm - - - - L Frm 15.45 25.35 -15.45 25.35 S Frm 13.52 22.18 -13.52 22.18 E> Frm -6.12 -2.90 -7.04 2.90 EG+ Frm 1.90 3.12 -1.90 3.12 <E Frm 6.12 2.90 7.04 -2.90 EG- Frm -1.90 -3.12 1.90 -3.12 WB1> Brc 0.12 -4.87 -5.31 -0.12 -5.25 -5.69 <WB1 Brc -0.08 - 4.56 0.08 - 4.52 WB2> Brc 0.06 -2.38 -2.69 -0.06 -2.47 -2.81 <WB2 Brc -0.13 - 7.55 0.13 - 7.66 WB3> Brc 0.13 -4.74 -5.46 -0.13 -5.38 -5.98 <WB3 Brc -0.08 - 4.51 0.08 - 4.95 WB4> Brc 0.06 -2.25 -2.67 -0.06 -2.61 -2.98 <WB4 Brc -0.14 - 7.47 0.14 - 8.08 MWB Brc 0.08 -4.07 -4.15 -0.08 -3.08 -3.15 MWB Brc - - - - - - MWB Brc - MWB Brc -0.18 9.68 0.18 10.64 MWB Brc - - - - EB> Brc 0.34 -13.07 -14.39 -0.34 -14.44 -15.50 <EB Brc -0.27 - 15.50 0.27 - 15.92 SMS Frm 19.31 31.69 -19.31 31.69 Sum of Forces with Reactions Check - Framinu Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 16.4 15.8 CG 0.0 0.0 12.7 12.7 L> 0.0 0.0 50.7 50.7 <L 0.0 0.0 50.7 50.7 SMS> 0.0 0.0 63.4 63.4 File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SUTLER Butler Manufacturing Calculations Package 15-009523-01 <SMS 0.0 0.0 63.4 63.4 S> 0.0 0.0 44.4 44.4 SD 0.0 0.0 10.8 10.8 <S 0.0 0.0 44.4 44.4 US1* 0.0 0.0 35.3 35.3 *US1 0.0 0.0 35.3 35.3 W 1> 17.0 18.1 44.3 44.4 <W 1 17.0 16.4 44.3 44.4 W2> 17.0 17.7 21.8 21.9 <W2 17.0 16.8 21.8 21.9 WPL 0.4 1.1 44.3 44.4 W PR 0.4 0.7 44.3 44.4 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 11.3 11.3 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 11.3 11.3 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 50.7 50.7 S 0.0 0.0 44.4 44.4 E> 13.2 13.2 0.0 0.0 EG+ 0.0 0.0 6.2 6.2 <E 13.2 13.2 0.0 0.0 EG- 0.0 0.0 6.2 6.2 WB1> 0.0 0.0 0.0 11.0 <WB1 0.0 0.0 0.0 9.1 WB2> 0.0 0.0 0.0 5.5 <WB2 0.0 0.0 0.0 15.2 WB3> 0.0 0.0 0.0 11.4 <WB3 0.0 0.0 0.0 9.5 WB4> 0.0 0.0 0.0 5.7 <WB4 0.0 0.0 0.0 15.5 MWB 0.0 0.0 0.0 7.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 20.3 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 29.9 <EB 0.0 0.0 0.0 31.4 SMS 0.0 0.0 63.4 63.4 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural anal sis. Date: 7/ 17/201.5 Time:1O:2O AM Page: 106 of 129 X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 3-A 10.49 20 27.16 3 22.87 95 22.63 96 45.94 3 1011510 3-K 27.16 3 11.26 45 1 25.27 95 24.57 96 45.95 3 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI-318 Appendix D criteria for "cast -in -place" anchor rods (Min space = 4*drod) X-Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Type Flange Web 0/0/0 3-A 1 0.375 10 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 101/5/0 3-K 8 0.375 10 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadi Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k) Case (k) k Case k) k Case (k) k k Case 0/0/0 27.61 46.01 4 1.65 -22.63 96 27.61 46.01 4 22.87 -22.63 1.65 96 101/5/0 27.62 46.00 3 1.65 -24.56 96 27.62 46.00 3 25.27 -24.56 1.65 96 File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of 13lueScope Buildings North America, Inc. IiLTLSR Date: 7/ 1.7/2015 ------------ Butlerr Manutacturl" Calculations Package 15-009523-01 Time: 10:20 AM Page: 107 of 129 Race Plata ( .....firm Ctranath Ratinc X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bendin Case Bearin Case Tension Case Comp Case Weld Case Weld I Case 0/0/0 0.842 4 0.331 96 0.447 96 0 0.320 4 0.568 96 0.375 4 0.407 4 0.853 1 4 101/5/0 0.842 3 0.359 96 0.527 96 0 0.320 3 0.617 96 0.375 3 0.407 3 0.854 3 WPh RtifranPr Gimmary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) in.) (in.) in.) Description 1 1 S9 21.00 34.437 91.83 N/A N/A 0.5000 3.000 Both SP-BS-0.4375,W-BS-0.1875,F-OS-0.1875 8 1 S9 21.00 34.437 91.83 N/A N/A 0.5000 3.000 Both SP-BS-0.4375,W-BS-0.I875,F-OS-0.1875 End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width I Length Diam. Spec/Joint Gages In/Out Configuration I Pitches Ist/2nd Configuration Pitches Ist/2nd ID I Desc. (in.) ID Desc. (in.) No. No. in.) in.) in. (in.) in.) 1 2 KN(Face) 1.000 9.00 45.00 1.000 A325N/PT 4.00 12 Flush 2.75 12 Flush 2.75 2 1 KN(Face) 1.000 8.00 45.00 1.000 A325N/PT 4.00 12 Flush 2.75 12 Flush 2.75 3 2 SP 0.500 8.00 25.25 0.750 A325N/PT 3.50 11 Flush 14.00 33 Extended 3.50/2.00 4 1 SP 0.500 8.00 25.29 0.750 A325N/PT 3.50 11 Flush 14.00 33 Extended 3.50/2.00 4 2 SP 0.500 1 8.00 50.37 0.750 A325N/PT 3.50 11 Flush 38.69 43 Ext/Gusset 3.75/2.00 (russet In 2.8 0 x U.1JUU x J.13 N'-BS-U.16 /J, 5 1 1 SP 1 0.500 1 6.00 1 50.38 10.750 1 A325N/PT 3.50 111 Flush 38.69 43 1 Ext/Gusset 3.75/2.00 Gusset In 2.875 x 0.2500 x 5.00 SP-BS-0.1875, 5 2 SP 0.500 6.00 32.41 0.750 A325N/PT 3.50 11 Flush 20.56 33 Extended 3.75/2.00 6 1 SP 0.500 8.00 32.37 0.750 A325N/PT 3.50 11 Flush 20.56 33 Extended 3.75/2.00 7 2 "(Face) 1.000 8.00 45.00 1.000 A325N/PT 4.00 13 Flush 2.75/2.75 12 Flush 2.75/2.75 8 2 KN(Face) 1.000 9.00 45.00 1.000 A325N/PT 4.00 13 Flush 2.75/2.75 12 Flush 2.75/2.75 Mnment ('nnnPrtinna! Outside Flange Required Stren th Design Strenggth Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear BendingYieldingRupture Tearin Weld Weld 1 2 4 31.3 38.6 6372.2 AISC DG-16/Thick plate 0.990 0.295 0.787 0.00 0.000 0.143 0.845 0.959 2 1 4 -31.3 38.6 6372.2 AISC DG-16/rhick plate 0.99 0.295 0.787 0.000 0.00 0,143 0.953 0.959 3 2 21 6.7 2.3 613.5 AISC DG-16/fhick plate 0.920 0.048 0.979 0.000 0.000 0.046 0.959 0.959 4 1 21 6.7 2.3 613.5 AISC DG-16/Thick plate 0.920 0.048 0.979 0.000 0.000 0.046 0.959 0.959 4 2 79 9.4 1.5 1013.1 AISC DG-16/Thin plate 0.823 0.031 0.759 0.000 0.00 0.025 0.959 0.959 5 1 79 9.4 1.5 1013.1 AISC DG-16/Thin plate 0.823 0.031 0.759 0.000 0.000 0.025 0.959 0.959 5 2 20 6.1 2.5 796.0 AISC DG-16/Thin plate 0.992 0.051 0.900 0.000 0.000 0.040 0.959 0.959 6 1 20 6.1 2.5 796.0 AISC DG-16/Thin plate 0.992 0.051 0.900 0.000 0.000 0.040 0.959 0.959 7 2 46 -17.4 19.3 6206.1 AISC DG-16/Thick plate 0.833 0.111 0.974 0.000 0.000 0.046 0.976 0.959 8 2 46 -17.4 19.3 6206.1 AISC DG-16/fhick plate 0.833 0.111 0.974 0.000 0.000 0.046 0.865 0.959 Inside Flange Required Strength I Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 48 3.6 4.9 3219.0 AISC DG-16/Thin plate 0.661 0.037 0.415 0.000 0.000 0.018 0.959 0.959 2 1 48 3.6 4.9 3219.0 AISC DG-16/Thin plate 0.661 0.037 0.415 0.000 0.000 0.018 0.959 0.959 3 2 8 -20.2 15.1 2085.0 AISC DG-16/Thin plate 0.815 0.123 0.978 0.485 0.651 0.074 0.959 0.959 4 1 8 -20.2 15.1 2085.0 AISC DG-16/Thin plate 0.815 0.123 0.978 0.485 0.651 0.074 0.959 0.959 4 2 4 -27.5 0.4 4991.0 AISC DG-16/Thin plate 0.760 0.004 0.954 0.000 0.000 0.002 0.815 0.959 5 1 4 -27.5 0.4 4991.0 AISC DG-16/Thin plate 0.760 0.004 0.954 0.000 0.000 0.002 0.908 0.959 5 2 7 -19.1 15.4 2387.2 AISC DG-16/Thin plate 0.626 0.125 0.984 0.607 0.897 0.074 0.959 0.959 6 1 7 -19.1 15.4 2387.2 AISC DG-16/Thin plate 0.626 0.125 0.984 0.607 0.897 0.074 0.805 0.959 7 2 49 5.8 4.8 3873.8 AISC DG-16/Thin plate 0.800 0.036 0.498 0.000 0.000 0.018 0.959 0.959 8 2 49 5.8 4.8 3873.8 AISC DG-16/Thin plate 0.800 0.036 0.498 0.000 0.000 0.018 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. File: 15-009523-02 Version: 20.15.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surt�� Butler Martutacturinq Calculations Package 15-009523-01 Flange Brace Summary Date: 7/ 1.7/201.5 Time:10:20 AM Page: 108 of 129 Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 18/0/0 16/0/0 (2)GFB4007 1.948 4 2 2/l/5 45/l/6 (2)GFB4017 1.742 4 3 511110 29/l/6 GFB2046 0.941 104 3 9/11/0 25/1/6 GFB2046 0.745 104 4 151010 9/1/6 GFB3116 0.612 63 4 23/0/0 I/l/6 GFB5026 0.479 20 5 1/1/0 1/l/6 GFB5026 0.476 20 5 17/l/O 17/1/6 GFB3096 0.645 20 6 1/0/0 25/l/6 GFB3077 0.623 102 7 6/I/0 41/1/6 GFB3116 2.603 3 7 10/l/0 45/l/6 (2)GFB4041 1.700 3 8 18/0/0 16/0/0 2 GFB4007 1.949 3 Parapet Post Summary X-Loc Grid Moment Shear Attachmen Parapet Reaction Column Stiffener Allowable Stiff Thickness Length t Length Size bearing required? w/stiff Width 1011510 3-K 118.46 3.29 18.0 2 7.11 26.88 N 3.82 26.88 N 0/0/0 3-A 117.97 3.28 18.0 2 7.08 26.88 N 3.80 26.88 N Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Controlling Cases Require Strength Available Strength Stren th Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.02 32.42 4 -47.2 -5552.9 0.0 196.1 6317.7 692.1 1.02 1 0.00 12.00 4 -25.5 89.1 0.29 2 1.35 44.00 4 -31.3 -6372.2 0.0 444.7 10027.8 694.4 0.67 2 1.35 44.00 4 38.6 57.9 0.67 3 10.92 22.00 8 -20.2 2085.0 0.0 171.1 3747.6 538.8 0.62 3 0.00 22.00 4 30.2 61.4 0.49 4 11.01 33.50 3 -27.4 4085.4 0.0 172.6 5716.5 544.8 0.79 4 3.00 25.14 4 18.8 53.1 0.35 5 8.89 40.32 4 -27.5 4591.7 0.0 92.0 6536.7 391.4 0.92 5 23.89 29.00 3 -21.2 46.4 0.46 6 0.00 29.00 7 -19.4 2387.5 0.0 225.1 3737.1 350.3 0.68 6 10.92 29.00 3 -30.1 44.8 0.67 7 12.21 44.0 3 -30.5 -6376.1 0.0 444.9 10027.8 694.4 0.67 7 12.21 44.0 3 -39.3 57.9 0.68 8 18.02 32.42 3 -47.2 5555.2 0.0 196.1 6317.7 692.1 1.02 8 0.00 12.00 3 25.5 89.1 0.29 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Alin in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 18.02 254.09 216.2 216.2 20.78 4.50 3263.17 60.89 201.28 13.53 236.24 21.35 1.31 15514.3 1.65 1.00 1.17 1.00 0.71 2 2 1.35 567.44 36.4 36.4 23.36 5.00 6738.39 53.44 306.29 13.36 359.65 21.04 1.74 25136.3 1.00 0.99 1.00 1.00 0.61 3 10.92 567.44 192.2 48.0 13.25 4.00 1117.60 42.69 101.60 10.67 113.56 16.33 0.78 4933.83 1.15 1.00 1.12 1.00 0.88 4 11.01 567.44 192.2 48.0 16.12 4.00 2892.79 42.71 172.72 10.68 197.99 16.51 0.84 11625.5 1.27 1.00 1.00 1.00 0.76 7 5 8.89 564.26 192.1 48.0 17.27 3.75 4197.80 22.55 208.21 7.52 244.28 11.86 1.18 8884.52 1.02 0.97 1.00 1.00 0.78 6 0.00 564.26 96.0 48.0 13.06 3.00 1698.85 32.04 117.16 8.01 135.75 12.44 0.43 6562.66 1.14 1.00 1.06 0.92 0.68 7 12.21 564.26 25.4 25.4 23.36 5.00 6738.39 53.44 306.29 13.36 359.65 21.04 1.74 25136.3 1.07 0.99 1.00 1.00 0.61 8 18.02 254.09 216.2 216.2 20.78 4.50 3263.17 60.89 201.28 13.53 236.2 21.35 1.31 15514.3 1.65 1.00 1.17 1.00 0.71 2 File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[fTLEl2� eu„,Mmn,„ Calculations Package 15-009523-01 Deflection Load Combinations - Framing Date: 7/ 17/201.5 Time:1O:2O AM Page: 109 of 129 No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 W1> Wl> 4 System 1.000 60 180 0.42 <W 1 <W 1 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 1 50 1 0 3.0 <E + 3.0 EG- <E + EG- Controlling Frame Deflection Ratios for Cross Section: 3 Description Ratio Deflection(in.) IMemberl Joint ILoadCasel Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span I ( H/54) LJ337 5.063 -3.447 8 5 2 1 10 2 <E + EG- 1 SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness (K): 7.797 (k/in) Fundamental Period (calculated) (T): 0.777 (sec.) Design Story Drift: 3.518 (in.) Seismic Drift Ratio: 0.643 (OK) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. auriE Date: 7/ 17/201.5 Calculations Package 15-009523-01 Time:10:20 AM Page: 110 of 129 Frame Cross Section: 2 5U-8 Dimension Key 1 8 1/2" 2 F-0" 3 2'-6" 4 21/4' 5 2'-91/8" 6 2 5/8" 7 F-13/8" 8 2'-9 13/16" 9 3 13/16" 10 l'-1 1/2" 11 F-41/2" 12 0" 13 25'-7 3/8" Ridge Ht. Frame Clearances Horiz. Clearance between members l(CX011) and 8(CX012): 93'-11 15/16" Vert. Clearance at member I (CX0l 1): 19'-1 5/16" Vert. Clearance at member 8(CX012): 19'-1 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[/TLEfR m Date: 7/17/2015 gut!, t nu act%r„ng Calculations Package 15-009523-01 Time:1O:2O AM Page: I I I of 129 Location I Avg. Bay Space I Description I Angle I Group Trib. Override Design Status 99/6/0 1 23/3/8 TLRF Frame @ GL 4 to 2 1 90.0000 1 Stress Check 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 6. System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0D+I.0CG+1.0US1* D+CG+US1* 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 9 System 1.000 I.0D+I.0CG+0.6W1> D+CG+W1> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 23 System 1.000 0.6D+0.6CU+0.6<W2 D+CU+<W2 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 26 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 27 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<Wl 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System 1.000 1.OD+I.00G+0.75L+0.45WPL D+CG+L+WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 33 System 1.000 1.0D+I.0CG+0.75S+0.45<WI D+CG+S+<WI 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 41 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 42 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- 50 System Derived 1.000 I.0D+I.00G+0.6WPR +0.6WB1> D+CG+WPR+WB1> 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D+CU+WPR+WB1> 52 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WBI> 53 System Derived 1.000 1.0D+I.00G+0.755+0.45WPR +0.45WBI> D+CG+S+WPR+WB1> 54 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6<WBI D+CG+WPR+<WBI 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 56 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WB1 57 System Derived 1.000 1.0D+I.00G+0.75S+0.45WPR +0.45<WB1 D+CG+S+WPR+<WB1 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + W B2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + W B2> bile: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 7/ 17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 AM ,�... � %..,....,,..�.� Page: 112 of 129 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 64 System Derived 1.000 1.0 D + LO CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> D + CG + S + WPL + WB3> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 72 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 74 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D+CU+WPL+WB4> 76 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45WB4> D+CG+L+WPL+WB4> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 79 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 82 System Derived 1.000 0.6 MWB MWB -Wall: 1 83 System Derived 1.000 0.6 MWB MWB - Wall: 2 84 System Derived 1.000 0.6 MWB MWB - Wall: 3 85 System Derived 1.000 0.6 MWB MWB - Wall: 4 86 System Derived 1.000 0.6 MWB MWB - Wall: 5 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 95 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 96 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 105 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 106 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Frame Member Sizes Mem. No. Fig Width (in.) Fig Thk in.) Web Thk (in.) Depthl (in.) Depth2 in. Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice R.I Codes Jt.2 Shape 1 8.00 0.6250 0.3750 12.00 36.00 24.70 1659.0 55.00 55.00 BP KN 3P 2 8.00 0.6250 0.3125 44.00 20.00 15.04 852.4 55.00 55.00 KN SS 3P 3 8.00 0.5000 0.2500 20.00 20.00 10.92 498.2 55.00 55.00 SS SP 3P 4 9.00 0.5000 0.1875 20.00 42.00 24.08 1279.6 55.00 55.00 SP SP 3P 5 9.00 0.5000 0.1875 42.00 27.00 24.08 1341.3 55.00 55.00 SP SP 3P 6 8.00 0.5000 0.2500 27.00 27.00 10.92 570.9 55.00 55.00 SP SS 3P 7 8.00 0.3750 0.3750 27.00 44.00 15.04 826.8 55.00 55.00 SS KN 3P 8 8.00 0.6250 0.3750 12.00 36.00 24.70 1659.0 55.00 55.00 BP KN 3P Total Frame Weight = 8687.3 (p) (Includes all plates) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ rad. 1 0/0/0 8 101/5/0 -2/0/0 1 -2/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: l 5-009523-02 Version: 2015.1 Butler Manufacturing, a division of Blue5cope Buildings North America, Inc. c3urc�� !uMerManutactur,ng Calculations Package 15-009523-01 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Section: 2 Date: 7/ 17/2015 Time:10:20 AM Page: 113 of 129 Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2-A 9 X 13 0.375 4 - 1.000 98'-0" Exterior Column 1011510 2-K 9 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. Hx Hz Vy Hx Hz V D Frm 3.79 7.58 -3.79 7.55 CG Frm 3.66 5.91 -3.66 5.91 L> Frm 14.64 23.62 -14.64 23.62 <L Frm 14.64 23.62 -14.64 23.62 SMS> Frm 18.30 29.53 -18.30 29.53 <SMS Frm 18.30 29.53 -18.30 29.53 S> Frm 12.81 20.67 -12.81 20.67 SD Frm 0.44 2.93 -0.44 2.92 <S Frm 12.81 20.67 -12.81 20.67 USl* Frm 10.33 11.80 -10.33 21.09 *USl Frm 11.25 21.09 -11.25 11.80 Wl> Frm -20.57 -28.53 6.83 -18.16 <W 1 Frm -7.10 -18.16 20.83 -28.52 W2> Frm -16.12 -18.04 2.38 -7.69 <W2 Frm -2.65 -7.68 16.38 -18.05 WPL Frm -10.80 -20.53 10.32 -26.15 WPR Frm -10.87 -26.17 11.35 -20.52 MW Frm - - - - MW Frm - - - - MW Frm 2.69 1.44 6.90 -1.44 MW Frm - - - - MW Frm -6.38 -1.43 -3.23 1.42 CU Frm - - - - L Frm 14.64 23.62 -14.64 23.62 S Frm 12.81 20.67 -12.81 20.67 E> Frm -5.44 -2.60 -6.42 2.60 EG+ Frm 1.80 2.91 -1.80 2.91 <E Frm 5.44 2.60 6.42 -2.60 EG- Frm -1.80 -2.91 1.80 -2.91 WB1> Brc -0.10 5.33 0.10 5.67 <WB1 Brc 0.10 4.08 -4.57 -0.10 4.21 -4.51 WB2> Brc -0.05 - 2.70 0.05 - 2.80 <WB2 Brc 0.17 6.71 -7.57 -0.17 7.10 -7.64 WB3> Brc -0.11 - 5.48 0.11 - 5.96 <WB3 Brc 0.11 3.87 -4.52 -0.11 4.42 -4.94 WB4> Brc -0.05 - 2.68 0.05 - 2.97 <WB4 Brc 0.17 6.50 -7.49 -0.17 7.31 -8.06 MWB Brc -0.07 - 4.16 0.07 - 3.14 MWB Brc - MWB Brc - MWB Brc 0.23 9.50 -9.72 -0.23 10.43 -10.61 MWB Brc - - - - - - EB> Brc -0.28 - 14.44 0.28 - 15.46 <EB Brc 0.36 13.80 -15.55 -0.36 15.03 -15.87 SMS Frm 18.30 29.53 -18.30 - 29.53 Sum of Forces with Reactions Check - Framine Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 15.5 15.1 CG 0.0 0.0 11.8 11.8 L> 0.0 0.0 47.2 47.2 <L 0.0 0.0 47.2 47.2 SMS> 0.0 0.0 59.1 59.1 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surLE Calculations Package 15-009523-01 <SMS 0.0 0.0 59.1 59.1 S> 0.0 0.0 41.3 41.3 SD 0.0 0.0 8.1 5.8 <S 0.0 0.0 41.3 41.3 US1* 0.0 0.0 32.9 32.9 *US1 0.0 0.0 32.9 32.9 W 1> 13.7 13.7 46.6 46.7 <W I 13.7 13.7 46.6 46.7 W2> 13.7 13.7 25.7 25.7 <W2 13.7 13.7 25.7 25.7 WPL 0.5 0.5 46.6 46.7 WPR 0.5 0.5 46.6 46.7 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 9.6 9.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 9.6 9.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 47.2 47.2 S 0.0 0.0 41.3 41.3 E> 11.9 11.9 0.0 0.0 EG+ 0.0 0.0 5.8 5.8 <E 11.9 11.9 0.0 0.0 EG- 0.0 0.0 5.8 5.8 WB1> 0.0 0.0 0.0 11.0 <WB1 0.0 0.0 0.0 9.1 WB2> 0.0 0.0 0.0 5.5 <WB2 0.0 0.0 0.0 15.2 WB3> 0.0 0.0 0.0 11.4 <WB3 0.0 0.0 0.0 9.5 WB4> 0.0 0.0 0.0 5.7 <WB4 0.0 0.0 0.0 15.5 MWB 0.0 0.0 0.0 7.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 20.3 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 29.9 <EB 0.0 0.0 0.0 31.4 SMS 0.0 0.0 59.1 59.1 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural anal sis. Date: 7/ 1.7/2015 Time:1O:2O AM Page: 114 of 129 X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 2-A 10.07 20 25.74 3 24.16 105 24.70 106 43.01 3 1011510 2-K 25.74 3 10.23 21 26.31 105 25.28 106 42.99 3 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e & vitch standards are based on ACI-318 Appendix D criteria for "cast -in- lace" anchor rods Min s ace = 4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole i Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) T Flange Web 0/0/0 2-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.2500 OS-0.1875 1011510 2-K 8 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.2500 OS-0.1875 Pinned Base Plate Connection Loadine Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case k (k) Case k) k) Case (k) (k) (k) Case 0/0/0 26.18 43.05 4 1.64 -24.70 106 26.18 43.05 4 24.16 -24.70 1.64 106 1011510 26.18 43.06 3 1.64 -25.28 106 26.18 43.06 3 26.31 -25.28 1.64 106 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SUTLER n 9utier Manufacturing Calculations Package 15-009523-01 Race Plate Connection Strength Ratios Date: 7/ 1.7/2015 Time:10:20 AM Page: 115 of 129 X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case TensionI Case Comp Case Weld Case Weld Case 0/0/0 0.798 4 0.361 106 0.509 106 0 0.333 4 0.708 106 0.355 4 0.334 4 0.824 1 4 1011510 0.798 3 0.370 106 0.563 106 0 0.333 3 0.724 106 0.355 3 0.334 3 0.824 3 Wah Cfiffener Cn-- Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in.) in. (in.) in.) Description 1 1 S9 21.00 34.684 92.49 N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.I875,F-OS-0.1875 8 1 S9 21.00 34.684 92.49 N/A N/A 0.3750 4.000 Both SP-BS-0.3750,W-BS-0. 1875,F-OS-0. 1875 Rnited F.nd-Plate Connections (Plate Fv = 55.00 ksil End -Plate Dimensions Bolt Outside Flange I Inside Flange Mem. No. Jt. No. Type Thick. in.) Width in.) I Length (in. Diam. (in.) Spec/Joint Gages In/Out (in.) Configuration Pitches Ist/2nd Configuration Pitches lst/2nd ID I Desc. in. ID I Desc. (in.) 1 2 KN(Face) 0.625 8.00 47.38 0.750 A325N/PT 3.50 43 Ext/Gusset 3.75/2.00 13 Flush 2.00/2.00 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, 2 I 1 I KN(Face) 10.625 1 8.00 147.38 10.750 I A325N/PT I 3.50 143 I Ext/Gusset 1 3.75/2.00 1 13 I Flush I 2.00/2.00 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, 3 2 SP 0.500 8.00 23.25 0.750 A325N/PT 3.50 11 Hush 12.13 33 Extended 3.50/2.00 4 1 SP 0.500 9.00 23.29 0.750 A325N/PT 3.50 11 Flush 12.13 33 Extended 3.50/2.00 4 2 SP 0.500 9.00 45.25 0.750 A325N/PT 3.00 11 Flush 36.13 72 Extended 3.50/2.00 5 1 SP 0.500 9.00 45.26 0.750 A325N/FT 3.00 11 Flush 36.13 72 Extended 3.50/2.00 5 2 SP 0.500 9.00 30.28 0.750 A325N/PT 3.50 11 Flush 21.00 32 Extended 3.50/2.00 6 1 SP 0.500 8.00 30.25 0.750 A325N/PT 3.50 11 Flush 21.00 32 Extended 3.50/2.00 7 2 KN(Face) 0.625 8.00 47.37 0.750 A325N/PT 3.50 43 Ext/Gusset 3.75/2.00 13 Flush 2.00/2.00 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, 8 1 2 KN(Face) 1 0.625 1 8.00 1 47.38 10.750 1 A325N/PT 3.50 43 Ext/Gusset 3.75/2.00 1 13 1 Flush 1 2.00/2.00 Gusset Out 2.875 x 0.3750 x 5.00 SP-BS-0.3125, Moment Connections: Outside Flange Required StrenZgth Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 4 -29.9 35.7 6047.5 AISC DG-I6/Thick plate 0.897 0.291 0.939 0.000 0.000 0.138 0.904 0.959 2 1 4 -29.9 35.7 6047.5 AISC DG-l6/Thick plate 0.897 0.291 0.939 0.000 0.000 0.138 0.904 0.959 3 2 51 10.1 4.4 551.7 AISC DG-16/Thick plate 0.945 0.089 0.978 0.000 0.000 0.085 0.959 0.959 4 1 51 10.1 4.4 551.7 AISC DG-16/Thick plate 0.945 0.089 0.978 0.000 0.000 0.085 0.959 0.959 4 2 67 9.9 1.7 1083.5 AISC DG-I6/Thick plate 0.889 0.035 0.864 0.000 0.000 0.033 0.959 0.719 5 1 67 9.9 1.7 1083.5 AISC DG-I6/Thick plate 0.889 0.035 0.864 0.000 0.000 0.033 0.959 0.719 5 2 67 9.6 4.7 680.7 AISC DG-16/Thick plate 0.893 0.095 0.982 0.000 0.000 0.091 0.959 0.959 6 1 67 9.6 4.7 680.7 AISC DG-16/Thick plate 0.893 0.095 0.982 0.000 0.000 0.091 0.959 0.959 7 2 3 -29.1 36.4 6079.8 AISC DG-16/Thick plate 0.900 0.296 0.956 0.000 0.000 0.141 0.959 0.959 8 2 3 -29.1 36.4 6079.8 AISC DG-I6/Thick plate 0.900 0.296 0.956 0.000 0.000 0.141 0.912 0.959 Inside Flange Required Strength Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 48 3.2 4.3 2801.4 AISC DG-16/Thin plate 0.768 0.044 0.771 0.000 0.000 0.021 0.959 0.959 2 1 48 3.2 4.3 2801.4 AISC DG-16/Thin plate 0.768 0.044 0.771 0.000 0.000 0.021 0.959 0.959 3 2 8 -19.2 14.0 1801.0 AISC DG-16/Thin plate 0.786 0.114 0.941 0.485 0.651 0.069 0.959 0.959 4 1 8 -19.2 14.0 1801.0 AISC DG-16/Thin plate 0.786 0.114 0.941 0.485 0.651 0.069 0.959 0.959 4 2 4 -26.1 0.3 4450.8 AISC DG-16/Thin plate 0.665 0.002 0.969 0.485 0.832 0.001 0.959 0.719 5 1 4 -26.1 0.3 4450.8 AISC DG-16/Thin plate 0.665 0.002 0.969 0.485 0.832 0.001 0.959 0.719 5 2 7 -18.1 14.2 2145.4 AISC DG-16/Thin plate 0.842 0.1 0.858 0.485 0.651 0.093 0.959 0.959 6 1 7 -18.1 14.2 2145.4 AISC DG-16/Thin plate 0.842 0.144 0.858 0.485 0.651 0.093 0.959 0.959 7 2 49 5.5 4.1 3478.5 AISC DG-16/Thin plate 0.963 0.042 0.988 0.00 0.000 0.020 0.899 0.959 8 2 49 5.5 4.1 3478.5 AISC DG-16/Thin plate 0.963 0.042 0.988 0.000 0.000 0.020 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ,BUTLE� Calculations Package 15-009523-01 Flange Brace Summary Date: 7/ 17/2015 Time:10:20 AM Page: 116 of 129 Member From Member Joint I From Side Point 1 Pan Axial Load per FB k) Load Case Design Note 1 14/0/0 12/0/0 (2)HFB3021 2.248 4 1 18/0/0 16/0/0 (2)GFB4027 1.921 4 2 2/1/5 45/1/6 (2)GFB4017 1.670 4 3 511110 29/1/6 GFB2046 0.875 94 3 9/11/0 25/1/6 GFB2046 0.688 94 4 151010 9/1/6 GFB3096 0.772 51 4 23/0/0 1/l/6 GFB4041 0.717 20 5 1/1/0 1/1/6 GFB4041 0.714 67 5 17/1/0 17/1/6 GFB3077 0.772 67 6 1/0/0 25/1/6 GFB2087 0.849 92 7 6/1/0 41/1/6 GFB3116 1.985 3 7 10/1/0 45/1/6 (2)GFB4041 1.236 3 8 14/0/0 12/0/0 (2)HFB3021 2.257 3 8 18/0/0 16/0/0 (2)GFB4027 1.930 3 Parapet Post Summa X-Loc Grid Moment Shear Attachmen Parapet Reaction Column Stiffener Allowable Stiff Thickness Length t Length Size bearing required? w/stiff Width 1011510 2-K 32.92 1.73 18.0 2 2.79 29.50 N 1.06 29.50 N 0/0/0 2-A 33.27 1.75 18.0 2 2.82 29.50 N 1.07 29.50 N Frame Design Member Summar - Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength I Available Strength I Stren th Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 21.17 36.00 4 -44.2 -6144.3 0.0 504.2 9369.3 700.3 0.70 1 0.00 12.00 4 -24.1 89.1 0.27 2 1.36 44.0 4 -29.9 -6047.5 0.0 444.8 10027.8 694.4 0.64 2 1.36 44.00 4 35.7 57.9 0.62 3 10.92 20.00 8 -19.2 1801.0 0.0 170.9 3318.6 537.8 0.60 3 0.00 20.00 4 28.1 68.2 0.41 4 13.01 31.95 3 -26.0 3867.7 0.0 211.2 5337.3 662.3 0.79 4 3.00 22.76 4 17.4 25.0 0.70 5 6.96 37.65 4 -26.1 4240.8 0.0 211.9 6315.4 663.9 0.73 5 23.97 27.0 3 -19.6 20.8 0.94 6 0.00 27.0 7 -18.2 2145.8 0.0 296.8 4668.8 541.4 0.49 6 10.92 27.00 3 -28.1 49.2 0.57 7 12.21 44.00 3 -29.1 -6079.8 0.0 347.6 7937.9 375.9 0.81 7 12.21 44.0 3 -36. 97.8 0.37 8 21.17 36.00 3 -44.2 -6173.5 0.0 504.2 9369.3 700.3 0.70 8 0.00 12.00 3 24.2 89.1 0.27 Parameters Used for Axial and Flexural Desien Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 I Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 21.17 254.09 37.8 37.8 23.03 5.00 4440.14 53.49 246.67 13.37 290.08 21.22 1.92 16732.9 1.06 1.00 1.15 1.00 0.69 8 2 1.36 566.71 36.3 36.3 23.36 5.00 6738.39 53.44 306.29 13.36 359.65 21.04 1.74 25136.3 1.00 0.99 1.00 1.00 0.61 3 10.92 566.71 192.1 48.0 12.75 4.00 903.56 42.69 90.36 10.67 100.56 16.30 0.77 4058.35 1.15 1.00 1.11 1.00 0.91 4 13.01 566.71 192.1 48.0 14.80 4.50 2688.62 60.77 168.31 13.5C 186.42 20.52 0.82 15024.7 1.27 0.97 1.00 0.98 0.75 4 5 6.96 565.23 192.1 48.0 15.87 4.50 3875.44 60.77 205.85 13.50 230.17 20.57 0.83 20971.3 1.08 0.94 1.00 0.98 0.7 5 6 0.00 565.23 96.0 48.0 14.50 4.00 1770.83 42.70 131.17 10.68 148.25 16.41 0.80 7496.61 1.15 1.00 1.08 1.00 0.75 7 12.21 565.23 25.4 25.4 22.22 3.00 5382.96 32.19 244.68 8.05 306.24 13.52 1.05 15315.5 1.06 1.00 1.09 0.92 0.5 5 8 21.17 254.09 37. 37.8 23.03 5.00 4440.1 53.49 246.67 13.37 290.08 21.22 1.92 16732.9 1.06 1.00 1.15 1.00 0.69 8 File: 15-009523-02 Version: 2015.1. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 13tlTLER n .!Ut�.�„��a�,u�rr Calculations Package 15-009523-01 _mrir Deflection Load Combinations - Framine Date: 7/ 17/201.5 Time:10:20 AM Page: 117 of 129 No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 W 1> W 1> 4 System 1.000 60 180 0.42 <W 1 <W 1 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 1 50 1 0 3.0 <E + 3.0 EG- <E + EG- Controlling Frame Deflection Ratios for Cross Section: 2 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/55) L/334 ) 4.961 3.479 8 5 2 1 10 2 <E + EG- SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness (K): 7.380 (k/in) Fundamental Period (calculated) (T): 0.758 (sec.) Design Story Drift: 3.432 (in.) Seismic Drift Ratio: 0.636 (OK) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ecrrtl� Date: 7/ 17/201.5 at�,L„ne Calculations Package 15-009523-01 Time:1O:2O AM Page: 118 of 129 _.. y r WallFrame at:;1211/11t�. �, Wig Frame Cross Section: 1 sa-8 vz°. rrtirvvi1=%.nt.j000CxIII )IMI rrvwwr:urvg0) 1 Dimension Key 1 8 1/2" 2 3'-6" 3 2 1/4" 4 2'-9 1/8" 5 2 5/8" 6 F-13/8" 7 2'-913/16" 8 3 13/16" 9 1'-I 1/2" 10 F-41/2" 11 3'-1 5/8" 12 3'-81/4" 13 0" 14 25'-7 3/8" Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX013) and 10(CX014): 92'-7 3/4" Vert. Clearance at member 1(CX013): 19'-7 3/8" Vert. Clearance at member I O(CX014): 19'-7 3/8" Vert. Clearance at member I I(EPX001): 21'-5 11/16" Vert. Clearance at member 12(EPX002): 23'-5 7/16" Vert. Clearance at member 13(EPX003): 21'-5 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 7/ 17/2015 ----------- Calculations Package 15-009523-01 Time:1O:2O AM Page: 119 of 129 Location I Avg. Bay Space I Description I Angle I Group I Trib. Override Design Status 12�1 11/3/8 lEndwall Frame @ GL 0.5 1 90.0000 1 1 - Stress Check Design Load Combinations - Framin Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L rNo. 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0D+I.0CG+I.0S>+1.0SD D+CG+S>+SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 1) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFI (Span 4) 11 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHl(Span 1) 12 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI(Span 4) 13 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 14 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 15 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 16 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 17 System 1.000 1.0D+I.0CG+0.6<W1 D+CG+<W1 18 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 19 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 20 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 21 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 22 System 1.000 0.6 MW MW - Wall: 1 23 System 1.000 0.6 MW MW - Wall: 2 24 System 1.000 0.6 MW MW - Wall: 3 25 System 1.000 0.6 MW MW - Wall: 4 26 System 1.000 0.6 MW MW - Wall: 5 27 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 28 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<W1 29 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 30 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 31 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 32 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 33 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+Wl> 34 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<Wl 35 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 36 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 37 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L +WPL 38 System 1.000 1.OD+I.00G+0.75L+0.45WPR D+CG+L+WPR 39 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 40 System 1.000 1.0D+I.0CG+0.75S+0.45<WI D+CG+S+<W1 41 System 1.000 I.0D+I.0CG+0.75S+0.45W2> D+CG+S+W2> 42 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 43 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 44 System 1.000 1.OD+I.00G+0.755+0.45WPR D+CG+S+WPR 45 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 46 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 47 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- 48 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 49 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 50 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 51 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- 52 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- 53 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 54 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 55 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- 56 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Marutaaturipq Calculations Package 15-009523-01 Frame Member Sizes Date: 7/ 17/2015 Time:10:20 AM Page: 120 of 129 Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight O Fig Fy (ksi) Web Fy (ksi) Splice Jt.I Codes Jt.2 Shape 1 5.00 0.3125 0.2500 12.00 44.00 24.70 935.7 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1875 36.00 30.00 15.02 394.6 55.00 55.00 KN SP 3P 3 5.00 0.1875 0.1644 30.00 27.00 10.37 248.4 55.00 55.00 SP SS 3P 4 5.00 0.1875 0.1345 27.00 9.00 14.57 216.8 55.00 55.00 SS SP 3P 5 5.00 0.1875 0.1345 9.00 16.00 10.09 126.2 55.00 55.00 SP SS 3P 6 5.00 0.1875 0.1345 16.00 9.00 10.08 126.1 55.00 55.00 SS SP 3P 7 5.00 0.1875 0.1345 9.00 27.00 14.57 216.9 55.00 55.00 SP SS 3P 8 5.00 0.1875 0.1644 27.00 30.00 10.36 248.3 55.00 55.00 SS SP 3P 9 5.00 0.2500 0.1875 30.00 36.00 15.02 394.7 55.00 55.00 SP KN 3P 10 5.00 0.3125 0.2500 12.00 44.00 24.70 932.0 55.00 55.00 BP KN 3P 11 6.00 0.3750 0.1644 11.00 11.00 23.47 513.0 55.00 55.00 BP CP 3P 12 8.00 0.3750 0.1644 11.00 11.00 25.44 686.9 55.00 55.00 BP CP 3P 13 6.00 0.3750 0.1644 11.00 11.00 23.47 513.0 55.00 55.00 BP CP 3P Total Frame Weight = 5552.4 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 11 No Yes 12 No Yes 13 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 -2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 101/5/0 -2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 11 25/8/8 -2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 12 50/8/8 -2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 13 75/8/8 -2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Section:1 Type X-Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-A 8X13 0.375 4 - 0.750 98'-0" Interior Column 25/8/8 1-C 8X12 0.375 4 - 0.750 98'-0" Interior Column 50/8/8 1-E 9X12 0.375 4 - 0.750 98'-0" Interior Column 75/8/8 1-G 8X12 0.375 4 - 0.750 98'-0" Exterior Column 1011510 1-K 8X13 0.375 4 - 0.750 98'-0" Load Type Desc. Hx Vy Hx Hz V Hx Hz Vv Hx Hz Vy Hx V D Frm 0.16 1.57 1.85 1.70 1.84 -0.16 1.57 CG Frm 0.09 0.70 1.50 1.33 1.50 -0.09 0.70 L> Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 <L Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 SMS> Frm 0.47 3.49 7.51 6.64 7.51 -0.47 3.49 <SMS Frm 0.47 3.49 7.51 6.64 7.51 -0.47 3.49 S> Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 SD Frm 0.37 2.57 1.64 0.10 1.64 -0.37 2.57 <S Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 US l * Frm 0.19 1.02 0.84 4.19 7.96 -0.19 1.89 *US1 Frm 0.19 1.93 7.96 4.19 0.85 -0.19 1.01 WI> Frm -4.61 -7.18 5.83 -6.35 6.17 -6.34 5.83 -8.04 -4.08 0.41 <W 1 Frm 4.12 0.39 -5.25 -8.01 -5.55 -6.36 -5.25 -6.29 4.57 -7.23 W2> Frm -5.23 -5.66 - -3.90 - -4.15 - -5.58 -3.47 1.93 <W2 Frm 3.51 1.91 -5.55 -4.16 -3.84 5.19 -5.71 WPL Frm 0.82 -3.38 -4.15 -6.08 -9.54 -1.14 -4.36 WPR Frm 1.14 -4.36 -9.54 -6.08 -4.15 -0.82 -3.38 MW Frm - - - - - - - MW Frm - - - - - - - MW Frm 1.72 1.88 -1.90 -0.18 1.56 3.10 -1.36 MW Frm - - - - - - - MW Frm -3.11 -1.33 1.53 -0.18 -1.89 -1.71 1.87 CU Frm - - - - - - - L Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 S Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SUTtJl=R ----- Date: 7/ 17/201.5 R ----facturirog Calculations Package 15-009523-01 Time:1O:2O AM Page: 1211 of 129 E> Frm -5.63 -5.67 1.13 5.86 1.19 - 1.13 -5.86 -5.62 5.68 EG+ Frm 0.05 0.34 - 0.74 - 0.65 0.74 -0.05 0.34 <E Frm 5.63 5.67 -1.13 -5.86 -1.19 - 1.13 5.86 5.62 -5.68 EG- Frm -0.05 -0.34 -0.74 - -0.65 - -0.74 0.05 -0.34 SMS Frm () d7 3 do _ _ 741 _ _ A Ad _ _ 7 s l _()d7 4 do Cnm of Farrac with Rpnetlnnc Cheek - Framino Load Type Horizontal Load Reaction (k) k) Vertical Load Reaction k (k) D 0.0 0.0 9.0 8.5 CG 0.0 0.0 5.7 5.7 L> 0.0 0.0 22.9 22.9 <L 0.0 0.0 22.9 22.9 SMS> 0.0 0.0 28.6 28.6 <SMS 0.0 0.0 28.6 28.6 S> 0.0 0.0 20.1 20.0 SD 0.0 0.0 9.6 8.5 <S 0.0 0.0 20.1 20.0 US1* 0.0 0.0 16.0 15.9 *US1 0.0 0.0 16.0 15.9 Wl> 8.7 8.7 27.5 27.5 <W 1 8.7 8.7 27.5 27.5 W2> 8.7 8.7 17.3 17.4 <W2 8.7 8.7 17.3 17.4 WPL 0.3 0.3 27.5 27.5 WPR 0.3 0.3 27.5 27.5 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 4.8 4.8 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 4.8 4.8 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 22.9 22.9 S 0.0 0.0 20.1 20.0 E> 11.3 11.3 0.0 0.0 EG+ 0.0 0.0 2.8 2.8 <E 11.3 11.3 0.0 0.0 EG- 0.0 0.0 2.8 2.8 SMS 0.0 0.0 28.6 28.6 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt- All-rtinnc are hn-A nn 1 ct nrrlrr ctnirtnrnl nnnl-ic X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) k) (k) (k) (in-k) in-k 0/0/0 1-A 9.79 51 10.14 50 - - - 9.22 51 12.44 50 25/8/8 1-C - - - - 3.15 17 3.50 16 9.66 52 14.13 49 50/8/8 1-E 3.33 17 3.70 16 2.80 28 9.67 3 75/8/8 1-G 3.15 17 3.50 16 9.68 51 14.12 50 1011510 1-K 10.13 49 9.78 52 - - - - 9.23 52 12.45 49 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & nitch standards are based on ACI-318 Aonendix D criteria for "cast-in-nlace" anchor rods (Min space = 4*drod) X-Loc Grid Mem. No. Thickness in. Width in. Length (in. Stiff. Num. Of Rods Rod Diam. in. Pitch (in.) Gage (in.) Hole T e Welds to Flan e Welds to Web 0/0/0 1-A 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 25/8/8 1-C 11 0.375 8 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 50/8/8 1-E 12 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 75/8/8 1-G 13 0.375 8 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 1011510 1-K 10 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SUTLER HI Butler Manufacturing Calculations Package 15-009523-01 Pinned Race Plate Connection Loading Date: 7/ 1.7/201.5 Time:10:20 AM Page: 122 of 129 Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingfWA Case X-Loc Shear Axial Load Shear I Tension Load Shear Comp Load I Shear Axial Frame Shea Load (k (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 10.09 -9.35 51 10.09 -9.35 51 10.01 12.56 50 0 25/8/8 3.50 -0.44 16 0.18 -9.57 52 0.28 14.48 49 0 50/8/8 3.70 -0.76 16 3.32 -2.78 28 - 9.67 4 0 75/8/8 3.49 -1.46 16 0.18 -9.59 51 0.27 14.47 50 0 10115101 10.08 1 -9.36 52 10.08 -9.36 52 10.00 1 12.57 49 0 Racy Plate Connection Ctrenoth Rntinc X-Loc Rod Shear Load Case Rod Tension Load Case Rod V + T Load Case Rod Bendin Load Case Conc. Bearing Load Case Plate Tension Load Case Plate Comp Load Case Flange Weld Load Case Web Weld Load Case 0/0/0 0.437 51 0.243 51 0.282 51 0 0.109 50 0.352 51 0.202 50 0.153 50 0.329 51 25/8/8 0.152 16 0.249 52 - 0 0 0.137 49 0.323 52 0.162 49 0.204 49 0.137 52 50/8/8 0.160 16 0.072 28 0 0 0.081 4 0.074 28 0.063- 4 0.110 4 0.125 16 75/8/8 0.151 16 0.249 51 0 0 0.136 50 0.324 51 0.161 ,50 0.204 50 0.137 51 10115101 0.437 1 52 0.243 52 0.282 52 0 1 0.109 1 49 0.353 52 0.202 1 49 1 0.153 49 0.329 1 52 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft) Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 1 S9 21.66 43.451 173.80 N/A N/A 0.3125 2.000 Both SP-BS-0.2500,W-BS-0. 1250,F-OS-0. 1875 3 1 S2 10.01 26.712 162.48 N/A N/A 0.1875 2.000 Near F-OS-0. I 250,W-OS-0. 1250,F-OS-0. 1250 5 1 S2 10.08 15.660 116.43 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 8 1 S2 0.36 26.712 162.48 N/A N/A 0.1875 2.000 Far F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 10 1 S9 1 21.66 1 43.451 173.80 1 N/A I N/A 1 0.3125 1 2.000 1 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages in/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID I Desc. in.) ID Desc. in. No. No. in. in. in. in. in. 1 2 KN(Face) 0.625 6.00 39.25 0.750 A325N/PT 3.50 14 Flush 2.00/2.00 32 Extended 3.25/2.00 2 1 KN(Face) 0.625 6.00 39.25 0.750 A325N/PT 3.50 14 Flush 2.00/2.00 32 Extended 3.25/2.00 2 2 SP 0.375 6.00 31.02 0.750 A325N/PT 3.00 11 Flush 24.63 12 Flush 2.00 3 1 SP 0.375 6.00 30.99 0.750 A325N/PT 3.00 11 Flush 24.63 12 Flush 2.00 4 2 SP 0.375 6.00 10.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 5 1 SP 0.375 6.00 10.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 6 2 SP 0.375 6.00 10.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 7 1 SP 0.375 6.00 10.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 8 2 SP 0.375 6.00 30.99 0.750 A325N/PT 3.00 11 Flush 24.63 12 Flush 2.00 9 1 SP 0.375 6.00 31.02 0.750 A325N/PT 3.00 11 Flush 24.63 12 Flush 2.00 9 2 KN(Face) 0.625 6.00 39.25 0.750 A325N/PT 3.50 14 Flush 2.00/2.00 32 Extended 3.25/2.00 10 2 KN(Face) 0.625 6.00 39.25 0.750 A325N/PT 3.50 14 Flush 2.00/2.00 32 Extended 3.25/2.00 11 2 CP(RWB) 0.375 8.00 11.50 0.500 A325/- 3.00 11 Flush 3.00 11 Flush (0) 3.00 12 2 CP 0.375 9.00 12.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 13 2 CP RWB 0.375 8.00 11.50 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 0 3.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k (in-k) Proc. Tension Shear Bending Yieldingi Rupture Tearing Weld Weld 1 2 54 -9.7 14.3 3131.4 AISC DG-16/Thin plate 0.708 0.117 0.996 0.000 0.000 0.056 0.999 0.959 2 1 54 -9.7 14.3 3131.4 AISC DG-16/Thin plate 0.708 0.117 0.996 0.000 0.000 0.056 0.999 0.959 2 2 48 -3.5 4.9 478.6 AISC DG-16/Thin plate 0.466 0.099 0.753 0.000 0.000 0.160 0.959 0.719 3 1 48 -3.5 4.9 478.6 AISC DG-16/Thin plate 0.466 0.099 0.753 0.000 0.000 0.160 0.959 0.719 4 2 27 0.5 0.3 56.8 AISC DG-16/Thin plate 0.254 0.006 0.408 0.000 0.000 0.010 0.719 0.516 5 1 27 0.5 0.3 56.8 AISC DG-16/Thin plate 0.254 0.006 0.408 0.000 0.000 0.010 0.719 0.516 6 2 28 0.5 0.3 57.1 AISC DG-16/Thin plate 0.255 0.005 0.410 0.000 0.000 0.009 0.719 0.516 7 1 28 0.5 0.3 57.1 AISC DG-16/Thin plate 0.255 0.005 0.410 0.000 0.000 0.009 0.719 0.516 8 2 47 -3.4 4.9 478.7 AISC DG-16/Thin plate 0.468 0.100 0.758 0.000 0.000 0.162 0.719 0.719 9 1 47 -3.4 4.9 478.7 AISC DG-16/Thin plate 0.468 0.100 0.758 0.000 0.000 0.162 0.719 0.719 9 2 53 -9.7 14.3 3134.3 AISC DG-16/Thin plate 0.709 0.117 1.000 0.000 0.000 0.056 0.799 0.959 10 2 53 -9.7 14.3 3134.3 AISC DG-16/Thin plate 0.7091 0.1171 1.000 0.000 0.0001 0.056 0.799 0.959 File: l 5-009.523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BI/TCER Butler ---- ctueing Calculations Package 15-009523-01 Date: 7/ 17/201.5 Time: 10:20 AM Page: 123 of 129 Inside Flange Required Stren t Design tren h Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) k in-k) Proc. Tension Shear Bendin Yielding Rupture Tearing Weld Weld 1 2 55 9.3 13.1 3112.2 AISC DG-16/Thin plate 0.980 0.133 0.828 0.337 0.499 0.068 0.999 0.959 2 1 55 9.3 13.1 3112.2 AISC DG-16/Thin plate 0.980 0.133 0.828 0.337 0.499 0.068 0.999 0.959 2 2 45 3.4 5.5 520.2 AISC DG-I6/Thin plate 0.323 0.074 0.821 0.000 0.000 0.079 0.959 0.719 3 1 45 3.4 5.5 520.2 AISC DG-16/Thin plate 0.323 0.074 0.821 0.000 0.000 0.079 0.959 0.719 4 2 8 -0.4 0.3 96.8 AISC DG-16/Thin plate 0.408 0.006 0.656 0.000 0.000 0.010 0.719 0.516 5 1 8 -0.4 0.3 96.8 AISC DG-16/Thin plate 0.408 0.006 0.656 0.000 0.000 0.010 0.719 0.516 6 2 7 -0.4 0.3 96.6 AISC DG-16/Thin plate 0.407 0.006 0.654 0.000 0.000 0.009 0.719 0.516 7 1 7 -0.4 0.3 96.6 AISC DG-16/Thin plate 0.407 0.006 0.654 0.000 0.000 0.009 0.719 0.516 8 2 46 3.3 5.5 520.2 AISC DG-16/Thin plate 0.323 0.075 0.824 0.000 0.000 0.080 0.719 0.719 9 1 46 3.3 5.5 520.2 AISC DG-16/Thin plate 0.323 0.075 0.824 0.000 0.000 0.080 0.719 0.719 9 2 56 9.3 13.1 3114.9 AISC DG-16/Thin plate 0.980 0.133 0.833 0.337 0.499 0.068 0.799 0.959 10 2 56 9.31 13.1 3114.9 AISC DG-16/Thin plate 0.980 0.1331 0.8331 0.3371 0.499 .0.0681 0.7991 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Pinned Connections: Maximum Shear Case Maximum Tension Case Stren th Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate I Flange Flange Flange Web No. No. Cs (k) (k) Cs (k) k) Tension S Bending Yielding B ing Weld Weld 11 2 27 3.0 3.9 56 13.5 2.0 0.426 0.184 0.000 0.338 0.091 0.050 0.231 0.137 12 2 16 0.8 4.1 28 2.8 3.7 0.088 0.193 0.000 0.058 0.0141 0.143 13 2 54 -18.4 4.1 55 13.9 3.9 0.438 0.195 0.0001 0.348 0.094 10.053 0.3 0.145 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 10/0/0 8/0/0 GFB3021 0.512 46 1 18/0/0 16/0/0 GFB4071 0.472 46 2 11510 45/1/6 GFB3116 0.531 46 2 9/5/0 37/1/6 GFB3077 0.334 48 3 9/11/5 25/l/6 GFB2087 0.276 8 4 11/6/14 13/1/6 GFB2006 0.090 27 5 9/0/1 1/l/6 GFB2016 0.246 3 6 1/1/0 1/1/6 GFB2016 0.246 4 7 7/0/0 17/1/6 GFB2032 0.082 48 8 0/5/2 25/l/6 GFB2087 0.276 7 9 2/0/12 37/1/6 GFB3077 0.334 47 9 10/0/12 45/1/6 GFB3116 0.532 45 10 10/0/0 8/0/0 GFB3021 0.511 45 10 18/0/0 16/0/0 GFB4071 0.471 45 Top OF Post Summary X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min I FB Typ Purlin Bolt Shear FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 25/8/8 1-C 4.12 3.31 Stub - 1 89.78 3.31 6.11 2.81 75/8/8 1-G 4.12 3.31 Stub - 1 89.79 3.31 6.11 2.81 Parapet Post Summary X-Loc Grid Moment Shear Attachmen Parapet Reaction Column Stiffener Allowable Stiff Thickness Length t Length Size bearing required? w/stiff Width 101/5/0 1-K 26.30 1.38 18.0 2 2.23 14.44 N 0.85 14.44 N 0/0/0 I -A 26.30 1.38 18.0 2 2.23 14.44 N 0.85 14.44 N File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of 131ueScope Buildings North America, Inc. It B[JTZ �„g.Mnta.Calculations Package 15-009523-01 Date: 7/ 17/2015 Time: 10:20 AM Page: 124 of 129 Frame Design Member Summary - ContrnllinL, Load Case and Maximum Cnmhined Stresses npr Member (I.nrafinne are from Inint I Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mey + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.03 38.37 46 -8.0 -1037.8 0.0 106.5 2766.0 138.5 0.41 1 21.89 44.00 46 -4.4 28.8 0.15 2 3.11 35.26 48 -3.5 -1077.5 0.0 80.4 1922.8 100.9 0.58 2 1.69 36.00 46 6.1 14.8 0.41 3 0.00 30.00 46 -3.7 -462.5 0.0 28.4 858.7 51.1 0.60 3 9.96 27.00 45 -6.8 13.3 0.51 4 0.00 27.00 8 -0.9 -375.6 0.0 28.3 975.8 50.2 0.40 4 0.00 27.00 8 5.6 7.3 0.76 5 10.06 16.00 4 -0.7 -240.4 0.0 64.3 544.2 51.6 0.45 5 10.06 16.00 4 -4.5 12.6 0.36 6 1.05 15.27 3 -0.7 -186.0 0.0 15.9 347.2 52.3 0.56 6 0.00 16.00 3 4.5 12.6 0.36 7 0.00 9.00 28 0.5 -57.1 0.0 100.2 131.6 58.4 0.44 7 15.01 27.00 7 -5.6 7.3 0.76 8 9.95 30.00 45 -3.7 -462.6 0.0 28.4 859.4 51.1 0.60 8 0.00 27.00 46 6.8 13.3 0.51 9 10.06 35.26 47 -3.5 -1078.6 0.0 80.4 1922.8 100.9 0.58 9 11.48 36.0 45 -6.1 14.8 0.41 10 18.03 38.37 45 -8.0 -1036.8 0.0 106.5 2765.9 138.5 0.41 10 21.89 44.00 45 4.4 28.8 0.15 11 11.74 11.00 16 0.4 -301.1 0.0 204.1 297.1 225.0 LOl 11 23.47 11.0 16 3.7 32. 0.12 12 12.73 11.00 16 0.8 -335.6 0.0 253.6 528.1 356.1 0.64 12 25.45 11.00 16 4.1 32. 0.13 13 11.74 11.00 16 1.5 -301.1 0.0 204.1 302. 225.0 1.00 13 23.47 11.0 16 3.7 32. 0.12 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 I Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 18.03 262.64 96.2 96.2 12.56 1.56 2251.40 6.56 117.36 2.62 148.49 4.50 0.30 2374.77 1.20 1.00 1.00 1.00 0.49 2 3.11 257.19 96.0 96.0 9.02 1.25 1422.21 5.23 80.67 2.09 100.39 3.43 0.13 1601.72 1.22 0.93 1.00 0.94 0.57 3 0.00 257.19 144.0 144.0 6.75 0.94 772.83 3.92 51.52 1.57 64.02 2.54 0.07 870.39 1.78 1.00 1.00 0.78 0.71 4 0.00 300.78 144.2 144.2 5.46 0.94 548.54 3.91 40.63 1.56 48.97 2.46 0.04 703.03 2.50 0.92 1.00 0.78 0.68 5 10.06 300.78 25.3 25.3 3.98 0.94 159.97 3.91 20.00 1.56 23.03 2.41 0.03 244.37 1.06 1.00 1.05 0.80 0.68 6 1.05 300.78 192.2 192.2 3.88 0.94 143.59 3.91 18.81 1.56 21.59 2.41 0.03 222.21 2.29 1.00 1.07 0.80 0.95 7 0.00 300.78 192.2 192.2 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.32 1.00 1.11 0.88 1.00 8 9.95 257.19 144.0 144.0 6.75 0.94 772.83 3.92 51.52 1.57 64.02 2.54 0.07 870.39 1.78 1.00 1.00 0.78 0.71 9 10.06 257.19 96.0 96.0 9.02 1.25 1422.26 5.23 80.67 2.09 100.40 3.43 0.13 1601.77 1.22 0.93 1.00 0.94 0.45 10 18.03 262.64 96.2 96.2 12.56 1.56 2251.40 6.56 117.36 2.62 148.49 4.50 0.30 2374.78 1.20 1.00 1.00 1.00 0.49 11 11.74 295.18 281.7 281.7 6.19 2.25 141.81 13.50 25.78 4.50 28.22 6.82 0.23 381.11 1.14 1.00 1.09 1.00 1.00 12 12.73 313.33 305. 305. 7.69 3.00 184.16 32.00 33.48 8.0 36.19 12.07 0.30 903.23 1.14 1.00 1.08 0.99 1.00 13 11.74 295.18 281.7 281.7 6.19 2.25 141.81 13.50 25.78 4.5 28.22 6.82 0.23 381.11 1.15 1.00 1.09 1.00 1.00 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SUTLER ..uer Manufeaturing Calculations Package 15-009523-01 User Defined Frame Line Loads for Cross Section: 1 Date: 7/ 17/201.5 Time:10:20 AM Page: 125 of 129 Side Units Type Description Ma 1 Loci Ma 2 Loc2 Supp. Dir. Coef. Loc. 2 plf E> Seismic Load Wall 4 15psf 54.00 0/0/2 54.00 50/6/0 N RIGHT 1.000 CL 2 plf <E Seismic Load Wall 4 15psf -54.00 0/0/2 -54.00 50/6/0 N LEFT 1.000 CL 3 plf E> Seismic Load Wall 4 15psf 54.00 0/6/0 54.00 50/6/0 N RIGHT 1.000 OF 3 plf <E Seismic Load Wall 4 15psf -54.00 0/6/0 -54.00 50/6/0 N LEFT 1.000 OF 1000 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -0.00 23/6/0 -1299.25 24/6/13 N OUT 1.000 OF 1000 plf E> Seismic Load Wall 15psf->Resolved From Plane -1299.25 24/6/13 -1297.06 24/6/14 N OUT 1.000 OF 1000 plf <E Seismic Load Wall 4 15psf->Resolved From Plane 0.00 23/6/0 1299.25 24/6/13 N IN 1.000 OF 1000 plf <E Seismic Load Wall 4 15psf->Resolved From Plane 1299.25 24/6/13 1297.06 24/6/14 N IN 1.000 OF 1001 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -2.19 24/6/1 -2.19 24/6/14 N OUT 1.000 OF 1001 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -2.19 24/6/14 -1299.25 25/7/5 N OUT 1.000 OF 1001 plf E> Seismic Load Wall 4 15psf->Resolved From Plane -1299.25 25/7/5 -0.00 25/7/5 N OUT 1.000 OF 1001 pIf <E Seismic Load Wall 4 15psf->Resolved From Plane 2.19 24/6/14 2.19 24/6/14 N IN 1.000 OF 1001 plf <E Seismic Load Wall 4 15psf->Resolved From Plane 2.19 24/6/1 1299.25 25/7/5 N IN 1.000 OF 1001 If <E Seismic Load Wall 4 15 sf->Resolved From Plane 1299.25 25/7/5 0.00 25/7/5 N IN 1.000 OF Dofloctinn l.nad Camhinntinns . Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 0.42 W 1> W 1> 4 System 1.000 60 180 0.42 <W I <W 1 5 System 1.000 60 180 0.42 W2> W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E> + 3.0 EG- E> + EG- 10 System 1.000 50 0 3.0 <E + 3.0 EG- <E + EG- Controlling Frame Deflection Ratios for Cross Sectinn: t Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/58) 4.752 1 2 9 E> + EG- Max. Vertical Deflection for Span 1 ( L/4442 ) 0.062 3 1 4 <W 1 Max. Vertical Deflection for Span 2 ( L/2131 ) 0.141 5 1 3 W 1> Max. Vertical Deflection for Span 3 ( U2124 ) 0.141 7 1 4 <W 1 Max. Vertical Deflection for Span 4 ( U4424 ) 0.063 9 1 3 W 1> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness (K): 4.928 (k/in) Fundamental Period (calculated) (T): 0.753 (sec.) Design Story Drift: 3.408 (in.) Seismic Drift Ratio: 0.618 (OK) .16 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. e-a-U-7-1-207-10 Date: 7/ 17/2015 Butler Manufacturing Calculations Package 15-009523-01 Time: 10:20 Alva Page: 126 of 129 Shape: Bowling Lanes Loads and Codes - Shape: Bowling Lanes City: Tukwila County: King State: Washington Country: United States Building Code: 2012 International Building Code Built Up: 1 OAISC - ASD Rainfall: 0.10 inches per hour Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 1 OAISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):4.00 psf - USR Wind Load Snow Load Seismic Load Wind Speed: 110.00 (85.21) mph Ground Snow Load: 25.00 psf Mapped Spectral Response - Ss:156.00 %g The 'Low Rise' Method is Used Flat Roof Snow: 17.50 psf Mapped Spectral Response - S1:54.00 %g Wind Exposure (Factor): C (0.935) Design Snow (Sloped): 17.50 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.935 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (USR) Framing Fundamental Period: 0.3514 Topographic Factor: 1.0000 Exposure Category (Factor): 2 Partially Exposed (1.00) Bracing Fundamental Period: 0.2143 Snow Importance: 1.000 Framing R-Factor: 3.5000 NOT Windbome Debris Region Thermal Category (Factor): Heated (1.00) Bracing R-Factor: 3.2500 Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 19/0/0 % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: 9/6/0 Seismic Snow Load: 0.00 psf Frame Redundancy Factor: 1.3 000 Basic Wind Pressure: 24.62 psf Obstructed or Not Slippery Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.2857 x W Brace Seismic Factor (Cs): 0.3077 x W Design Spectral Response - Sill: 0.5400 Design Spectral Response - Sds: 1.0000 Coverine Desien Loads - Wall: 3 Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. End Zone psf Wl> Not designed 35.45 0/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed -26.59 0/0/0 -1.000 IN 1.080 End Zone psf Wl> Not designed 35.45 106/l/O -1.000 OUT -1.440 End Zone psf <W2 Not designed -26.59 106/l/O -1.000 IN 1.080 Interior Area psf Wl> Not designed 28.81 9/6/0 -1.000 OUT -1.170 Interior Area I psf I <W2 I Not designed -26.59 9/6/0 1 -1.000 IN 1 1.080 Coverine Desien Loads - Wall: 4 Zone Units I Twe Description Actual Loci Allow. Ratio Dir. Coef. End Zone psf W I> Not designed 35.45 0/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed -26.59 0/0/0 -1.000 IN 1.080 End Zone psf Wl> Not designed 35.45 91/11/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed -26.59 91/11/0 -1.000 IN 1.080 Interior Area psf Wl> Not designed 28.81 9/6/0 -1.000 OUT -1.170 Interior Area psf <W2 I Not designed -26.59 9/6/0 - 1 .0001 IN 1 1.080 Covering Design Loads - Wall: 5 Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. End Zone psf Wl> Not designed 35.45 0/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed -26.59 0/0/0 -1.000 IN 1.080 End Zone psf W1> Not designed 35.45 112/l/O -1.000 OUT -1.440 End Zone psf <W2 Not designed -26.59 112/l/O -1.000 IN 1.080 Interior Area psf Wl> Not designed 28.81 9/6/0 -1.000 OUT -1.170 Interior Area psf <W2 Not designed -26.59 9/6/0 -1.000 IN 1.080 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. BUTLER 8utier Manufactwrig Calculations Package 15-009523-01 (`nvarina rlecian r.nndQ . Rnaf! A Date: 7/ 17/201.5 Time: 10:20 AM Page: 127 of 129 Zone Units T Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 21.18 0/0/0 78.000 0.27 IN 0.999 Entire Surface psf S Standard Spacing is Adequate 18.68 0/0/0 78.000 0.24 IN 0.999 Unbalanced Snow psf *US1 Standard Spacing is Adequate 18.68 0/0/0 78.000 0.24 IN 0.999 Entire Surface psf SMS Standard Spacing is Adequate 26.18 0/0/0 78.000 0.34 IN 0.999 Unbalanced Snow psf *USI Standard Spacing is Adequate 26.75 0/0/0 78.000 0.34 IN 0.999 Unbalanced Snow psf *US1 Standard Spacing is Adequate 27.03 6/0/0 78.000 0.35 IN 0.999 Snow Drift psf SD Standard Spacing is Adequate 25.43 121/7/0 78.000 0.33 IN 0.999 Snow Drift psf SD Standard Spacing is Adequate 37.57 121/7/0 78.000 0.48 IN 0.999 Snow Drift psf SD Standard Spacing is Adequate 49.71 121/7/0 78.000 0.64 IN 0.999 Snow Drift Load psf SD Standard Spacing is Adequate 55.78 0/0/0 78.000 0.72 IN 0.999 Snow Drift Load psf SD Standard Spacing is Adequate 62.3 33/9/0 78.000 0.80 IN 0.999 Snow Drift Load psf SD Standard Spacing is Adequate 55.78 121/7/0 78.000 0.72 IN 0.999 Side Zone psf <W2 Standard Spacing is Adequate 8.29 9/6/0 78.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 18.88 9/6/0 31.000 0.61 OUT -1.327 Side Zone psf <W2 Standard Spacing is Adequate 8.29 112/l/O 78.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 18.88 112/l/O 31.000 0.61 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.29 112/l/0 78.000 0.11 IN 0.480 Corner Zone psf Wl> Standard Spacing is Adequate 28.78 112/l/O 31.000 0.93 OUT -1.997 Side Zone psf <W2 Standard Spacing is Adequate 8.29 9/6/0 78.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 18.88 9/6/0 31.000 0.61 OUT -1.327 Comer Zone psf <W2 Standard Spacing is Adequate 8.29 0/0/0 78.000 0.11 IN 0.480 Comer Zone psf Wl> Standard Spacing is Adequate 28.78 0/0/0 31.000 0.93 OUT -1.997 Interior Area psf <W2 Standard Spacing is Adequate 8.29 9/6/0 78.000 0.11 IN 0.480 Interior Area psf Wl> Standard Spacing is Adequate 16.71 9/6/0 31.000 0.54 OUT -1.180 rr.oarina Tlacian i.nadc . R-r- R Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 21.18 0/0/0 78.000 0.27 IN 0.999 Entire Surface psf S Standard Spacing is Adequate 18.68 0/0/0 78.000 0.24 IN 0.999 Unbalanced Snow psf US1 * Standard Spacing is Adequate 18.68 0/0/0 78.000 0.24 IN 0.999 Entire Surface psf SMS Standard Spacing is Adequate 26.18 0/0/0 78.000 0.34 IN 0.999 Unbalanced Snow psf USl* Standard Spacing is Adequate 27.03 0/0/0 78.000 0.35 IN 0.999 Snow Drift Load psf SD Standard Spacing is Adequate 55.78 33/4/0 78.000 0.72 IN 0.999 Snow Drift Load psf SD Standard Spacing is Adequate 62.3 33/4/0 78.000 0.80 IN 0.999 Snow Drift Load psf SD Standard Spacing is Adequate 55.78 87/8/0 78.000 0.72 IN 0.999 Snow Drift psf SD Standard Spacing is Adequate 49.71 0/0/0 78.000 0.64 IN 0.999 Snow Drift psf SD Standard Spacing is Adequate 37.57 0/0/0 78.000 0.48 IN 0.999 Snow Drift psf SD Standard Spacing is Adequate 25.43 0/0/0 78.000 0.33 IN 0.999 Side Zone psf <W2 Standard Spacing is Adequate 8.29 9/6/0 78.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 18.88 9/6/0 31.000 0.61 OUT -1.327 Side Zone psf <W2 Standard Spacing is Adequate 8.29 112/l/0 78.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 18.88 112/l/O 31.000 0.61 OUT -1.327 Comer Zone psf <W2 Standard Spacing is Adequate 8.29 112/l/O 78.000 0.11 IN 0.480 Comer Zone psf Wl> Standard Spacing is Adequate 28.78 112/l/O 31.000 0.93 OUT -1.997 Side Zone psf <W2 Standard Spacing is Adequate 8.29 121/7/0 78.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 18.88 121/7/0 31.000 0.61 OUT -1.327 Side Zone psf <W2 Standard Spacing is Adequate 8.29 9/6/0 78.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 18.88 9/6/0 31.000 0.61 OUT -1.327 Comer Zone psf <W2 Standard Spacing is Adequate 8.29 0/0/0 78.000 0.11 IN 0.480 Comer Zone psf Wl> Standard Spacing is Adequate 28.78 0/0/0 31.000 0.93 OUT -1.997 Interior Area psf <W2 Standard Spacing is Adequate 8.29 9/6/0 78.000 0.11 IN 0.480 Interior Area psf Wl> Standard Spacing is Adequate 1 16.71 9/6/0 31.0001 0.54 OUT -1.180 Covering- Design Loads - Wail: 3 - Paranet/Facade: I Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. End Zone in Extension psf Wl> Not designed 31.79 0/0/0 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 0/0/0 -1.000 IN 0.900 End Zone in Extension psf Wl> Not designed 31.79 23/2/5 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 23/2/5 -1.000 IN 0.900 Interior Area in psf W 1> Not designed 24.98 10/1/11 -1.000 OUT -0.990 Extension Interior Area in psf <W2 Not designed -22.71 10/1/11 -1.000 IN 0.900 Extension File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScolle Buildings North America, Inc. SUTLER , auger ManufacturiN Calculations Package 15-009523-01 Covering Design Loads - Wall: 3 - Parapet/Facade: 2 Date: 7/ 17/2015 Time:10:20 AM Page: 1.28 of 129 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone in Extension psf WI> Not designed 32.47 0/0/0 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -23.19 0/0/0 -1.000 IN 0.900 End Zone in Extension psf W 1> Not designed 32.47 44/2/5 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -23.19 44/2/5 -1.000 IN 0.900 Interior Area in psf W 1> Not designed 25.51 10/1/11 -1.000 OUT -0.990 Extension Interior Area in psf <W2 Not designed -23.19 10/1/I 1 -1.000 IN 0.900 Extension Covering Design Loads - Wall: 3 - Parapet/Facade: 3 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone in Extension psf W 1> Not designed 31.79 0/010 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 0/0/0 -1.000 IN 0.900 End Zone in Extension psf W 1> Not designed 31.79 17/9/5 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 17/9/5 -1.000 IN 0.900 Interior Area in psf W 1> Not designed 24.98 10/1/11 -1.000 OUT -0.990 Extension Interior Area in psf <W2 Not designed -22.71 10/1/11 -1.000 IN 0.900 Extension Covering Design Loads - Wall: 5 - Parapet/Facade: I Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone in Extension psf W 1> Not designed 31.79 0/0/0 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 0/0/0 -1.000 IN 0.900 End Zone in Extension psf W 1> Not designed 31.79 23/7/5 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 23/7/5 -1.000 IN 0.900 Interior Area in psf WI> Not designed 24.98 10/1/11 -1.000 OUT -0.990 Extension Interior Area in psf <W2 Not designed -22.71 10/1/11 -1.000 IN 0.900 Extension Covering Design Loads - Wall: 5 - Parapet/Facade: 2 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone in Extension psf W 1> Not designed 32.47 0/0/0 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -23.19 0/0/0 -1.000 IN 0.900 End Zone in Extension psf W 1> Not designed 32.47 44/2/5 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -23.19 44/2/5 -1.000 IN 0.900 Interior Area in psf W 1> Not designed 25.51 10/1/11 -1.000 OUT -0.990 Extension Interior Area in psf <W2 Not designed -23.19 10/1/11 -1.000 IN 0.900 Extension Covering Design Loads - Wall: 5 - Parapet/Facade: 3 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone in Extension psf W 1> Not designed 31.79 0/0/0 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 0/0/0 -1.000 IN 0.900 End Zone in Extension psf W 1> Not designed 31.79 23/9/5 -1.000 OUT -1.260 End Zone in Extension psf <W2 Not designed -22.71 23/9/5 -1.000 IN 0.900 Interior Area in psf WI> Not designed 24.98 10/1/11 -1.000 OUT -0.990 Extension Interior Area in psf <W2 Not designed -22.71 10/1/I1 -1.000 IN 0.900 Extension File: 15-009523-02 Version: 2015.1 ]Utter Manufacturing, a division of I31ueScope Buildings North America, Inc. Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Len th Wall: 1 Open Not exposed to wind Wall: 2 Open Wall: 3 NBBMC - Panel 3" psf = 10.00 Supported by others=no Facade: I NBBMC - Panel 3" psf = 10.00 Supported by others=no Facade: 2 NBBMC - Panel 3" psf = 10.00 Supported by others=no Facade: 3 NBBMC - Panel 3" psf = 10.00 Supported by others=no Wall: 4 NBBMC - Masonry 8" psf = 15.00 Supported by others=no Facade: 4 NBBMC - Masonry 8" psf = 15.00 Supported by others=no Wall: 5 NBBMC - Panel 3" psf = 10.00 Supported by others=no Facade: 5 NBBMC - Panel 3" psf = 10.00 Supported by others=no Facade: 6 NBBMC - Panel 3" psf = 10.00 Supported by others=no Facade: 7 NBBMC - Panel 3" psf = 10.00 Supported by others=no Roof: A MR-24 24 AIZn Plain AIZn Right to Left Not Applicable 45/0/0 Roof: B MR-24 24 AIZn Plain AIZn Right to Left Not Applicable 45/0/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Not Applicable Wall: 2 Not Applicable Wall: 3 Not Applicable Facade: I Not Applicable Facade: 2 Not Applicable Facade: 3 Not Applicable Wall: 4 Not Applicable Facade: 4 Not Applicable Wall: 5 Not Applicable Facade: 5 Not Applicable Facade: 6 Not Applicable Facade: 7 Not Applicable Roof: A Stainless Standard Option Standard Option Yes None No Yes Roof: B Stainless Standard Option Standard Option Yes None No Yes File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. EONWENGINEE RAL RS Eng€nears Northwest Inc., P.S. COL FAMILY FUN CENTER TUKWILA, WA STRUCTURAL CALCULATIONS BOWLING BLDG ADDITION 2ND FLOOR ADDITION TO EXISTING JULY 20'15 DESIGN CRITERIA: CODE: IBC 2012 INDEX: Summary and structural description------ 1 Winddata---- ------------------------------------ 2 Seismic calculations---------------------------- 3 Floor design ---------------------------------------- 6.5 Column reactions-------------------------------- 15 Existing foundation verification ------------ 16 Bowling building ---------------------------------- BO Bowling building foundation ------------------ B1 REAWED FOR -)DE COMPLIANCE APPROVED OCT 0 2 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 2 8 2015 PERMIT CENTER E-CE`w1E 1D . 1 AUG 0 4 2t15 REID ivIIDDLETON, INC. V' Orr/ ;� Dl-O I �1 Engineers Northwest, Inc., P.S.. Structural Engineers . 6869 Woodlawn Avenue NE . Seattle, WA 98115 206.525.7560 - fax 206.522.6698 ENWENGINEERs NQRTI NNTST, INC., P.S. - STRUCTURAL ENGINEERS 9725 THTRr) MT.. 1F, Sui=. 207, SEA- 1 F, WA 98I15 (206) 525--756Q F,%x ('206) 522--6698 PROJECT --�[L� �� FROJEC � � t `�� Q L) L- T �A' • DATE D_ �%� SUBJECT �i..{^-�1�_ "�'�17�� , _SHEET �� - � OF BY � `� �Ftjft ^� : 16 Gl�L ---- t-t pt P�n6A) 1i�ri -L t,FZ.Z 1'21J13V-Lo�)(z--\ -~1Psf- 1::,t- ' 9TI `=_ rl-7 c l l ,�Ctf - - ----- 1 F of ME Search Results for Map http://w i tid,-peed.atcouncil.org/i ndex.php?option=com_con tent&view=ar t l Home Ground Snow Loads Related Resources Sponsors About ATC Contact Search Results Latitude: 47.4740 Longitude:-122.2610 ASCE 7-10 Windspeeds (3-sec peak gust MPH*): Risk Category I: 100 Risk Category II: 110 Risk Category III -IV: 115 MRI** 10 - Year: 72 MRI** 25 - Year: 79 MRI** 50 - Year: 85 MRI** 100 - Year: 91 ASCE 7-05: 85 ASCE 7-93: 70 'MPH(Miles per hour) MRI Mean Recurrence Interval (years) .. � IJexc,st7t F vt; d ' A p itm,q c Podage NM n° •r, d; P,,. Kent _� 4SMap Reports map odor Users should consult with local building officials to determine if there are community -specific wind speed requirements that govern. ED Download a PDF of your results M tL— Print your results WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s) described by latitude/longitude location in the wind speed report. 1 of 2 7/22/2015 9:42 AM Ems +:f lJOILMaL 7�.E JU t � EISMI[ mom Design Maps Summary Report http://ehp4-earthquake. cr.usgs.gov/designm aps/us/summaty.php?te.. ELM Design Maps Summary Report User -Specified input Building Code Reference Document 2012 international Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.465530N, 122.243090W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category I/II/III 5uuufnK,, tYl g Al t _ fti ucstSo adata 02015'Up @mvilt.est USGS-Provided Output SS = 1.452 g S ,5 = 1.307 g So, = 0.871 g S3 = 0.542 g SM3 = 1.300 g SD1 = 0.866 g For information on how the SS and S; values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEit Response Spectrum Design Response Spectrum 0.99 j i 1.40 0.90 1.26 O.S1 , 1.12 0.72 0.98 0.63 P 0.84 tT 0.54 o.7n N n,45 0 56 0.36 o.4z e.z� o.zu OAS 0.14 0.05 O.oD O.WA 0.00 0.'.0 0.40 0.60 0.60 1.00 1.20 1.40 1.60 L.K 2.On 0.00 0,20 0.40 0.60 0.'20 1.00 1.20 1.40 1.G0 1." 2.00 Period, T (sec) Period, T (sec) ......... ......... ......... ._. .. .. ... _.... Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. I of 1 7/23/2015 10:05 Aivi ENGINEERS -NORTHWEST, INC. P.S. 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 SHEET9%F * * * * * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * * * * * ASCE 7-10 Seismic Loads per ASCE 7-10- Chapter 12 Seismic Design Requirements for Building Structures Input Cells =�� Project Number: Project Name: Location: Design By: 20121BC Section 1613 / ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-10 (U.N.O.) Basic Seismic Force Resisting System =1e3. Steel Basic Seismic Force Resisting System =r BFS Is diaphragm considered flexible? __ NO Structural height, h =., 14.5 SS =ice 1.452 S, = 0.542 MYY*i��Ti Tr = 6 Site Class (soil) E' A Risk Category - III Top of wall elevation (parapet) _� 32 H Elev. of top of wall lateral support (max.) _ 30 Elev. of top of wall lateral support (min.) 30' Regular structures 5 stories ? NO braced frames spectral response acceleration at a period of 0.2s for Site Class B spectral response acceleration at a period of 1.0s for Site Class B Long -period transition period ble 1.5-1 (roof high point- minimum parapet) (roof low point- maximum parapet) action 12.8.1.3 Output Site Coefficient, Fa = 0.9 Table 11-4.1 Site Coefficient, F, = 2.4 Table 11-4.2 SMs = 1.307 Eqn 11.4-1 SM, = 1.301 Eqn 11.4-2 SoS = 0.871 010, Eqn 11.4-3 So, = 0.867 Eqn 11.4-4 Seismic Design Category (SDC) = D Section 11.6 & Tables 11.6-1 & 11.6-2 To = 0.199 Section 11.4.5, 0.2Sd1/Sds TS = 0.995 Section 11.4.5, Sd1/Sds Ct = 0.02 Table 12.8-2 Period, T = 0.149 sec, Section 12-8.2.1 (Eqn 12.8-7) % = 0.74 Section 11.4.5 (Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient, R = 3.25 Table 12.2-1 System Overstrength Factor, fro = 2 Table 12.2-1 Deflection Amplification Factor, Cd = 3.25 Table 12.2-1 Importance Factor, le = 1.25 Table 1.5-2, by Risk Category Detailing Reference Section = 14.1 CS,a,,; = 0.335 Section 12.8.1.1, Eqn 12.8-2 C% max = 2.238 Section 12.8.1.1, Eqns 12.8-3 & 12.8-4 Cs = 0.048 Section 12.8.1.1, Eqns 12.8-5 & 12.8-6 CS use = 0.335 Section 12.8.1.1, Eqns 12.8-2 - 12.8-6 V„ = 0.335 * W (LRFD) Section 12.8.1, Eqn 12.8-1 V = 0.235 * W (ASD) E = 0.174 * D = +/- SDS D (Eqn 12.4-4) - May be zero for proportioning foundations. Copy of ASCE7-10 Seismic Loads.xlsx EO a V w y a �o I tp 111 I I I I I I I 1 V I I i PAGE: 6.5 G) EXISTING 2ND FLOOR FRAMING CONSTRUCTED AND PERMITTED IN 1998 EXISTING FOUNDATION AND EXISTING COLUMNS NEW FRAMING ADDITION. LL=100 PSF SELF DL=48 PSF SUPER IMPOSED DL=20 PSF IbA O ` N � 41 2 lip £vz L£Z 9£Z ££Z L£Z GZZ LZZ zz a£z 9£Z t7£Z Z£Z r N J N ' J N 0£Z $ZZ - I 9zz r. ,�Ohpp p LZZ, `L ~\g p� p NANO,�\� fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 210 SPAN INFORMATION (ft): I -End (89.91,132.42) J-End (92.75,129.47) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 4.10 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.002 0.000 --- NonR 0.035 0.036 0.000 2 0.000 0.000 0.000 --- NonR 0.035 0.025 0.099 3 0.036 0.038 0.000 --- NonR 2.084 0.038 0.000 4 0.036 0.025 0.099 --- NonR 2.084 0.025 0.099 5 2.085 0.038 0.000 --- NonR 4.097 0.000 0.000 6 2.085 0.025 0.099 --- NonR 4.097 0.000 0.000 7 0.000 0.038 0.000 --- NonR 4.097 0.038 0.000 8 0.000 0.025 0.099 --- NonR 4.097 0.025 0.099 9 0.000 0.010 0.000 --- NonR 4.097 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.65 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL+LL DL+LL PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 kip-ft ft 0.6 2.0 0.6 2.0 Left Right 0.26 0.22 0.39 0.32 0.65 0.54 at 2.03 ft = -0.001 at 2.03 ft = -0.001 at 2.03 ft = -0.002 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Lb Cb SZ Mn / fl ft kip-ft 0.0 1.00 1.67 21.87 0.0 1.00 1.67 21.87 L/D = 38387 L/D = 22771 PRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 211 SPAN INFORMATION (ft): I -End (90.00,96.97) J-End (92.75,94.31) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 3.83 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.038 0.000 --- NonR 1.883 0.038 0.000 2 0.000 0.025 0.099 --- NonR 1.883 0.025 0.099 3 1.884 0.038 0.000 --- NonR 3.829 0.000 0.000 4 1.884 0.025 0.099 --- NonR 3.829 0.000 0.000 5 0.000 0.002 0.000 --- NonR 0.031 0.036 0.000 6 0.000 0.000 0.000 --- NonR 0.031 0.025 0.099 7 0.032 0.038 0.000 --- NonR 3.829 0.038 0.000 8 0.032 0.025 0.099 --- NonR 3.829 0.025 0.099 9 0.000 0.010 0.000 --- NonR 3.829 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.61 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + DL+LL Controlling DL+LL REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 kip-ft ft 0.6 1.8 0.6 1.8 Left Right 0.25 0.21 0.36 0.30 0.61 0.51 at 1.90 ft = -0.001 at 1.90 ft = -0.001 at 1.90 ft = -0.002 Page 2/90 07/21/15 17:11:1 i Steel Code: AISC 360-10 ASL Fy = 50.0 ksi Lb Cb Q Mn / 91 ft kip-ft 0.0 1.00 1.67 21.87 0.0 1.00 1.67 21.87 L/D = 28052 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Floor Type: 2nd flr Beam Number = 213 SPAN INFORMATION (ft): I -End (90.87,157.67) J-End (92.75,155.79) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 2.65 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 1.326 0.025 0.000 2 0.000 0.000 0.000 --- NonR 1.326 0.017 0.066 3 1.327 0.025 0.000 --- NonR 2.652 0.000 0.000 4 1.327 0.017 0.066 --- NonR 2.652 0.000 0.000 5 0.000 0.025 0.000 --- NonR 2.652 0.025 0.000 6 0.000 0.017 0.066 --- NonR 2.652 0.017 0.066 7 0.000 0.010 0.000 --- NonR 2.652 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.23 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL+LL DL+LL PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 kip-ft ft 0.2 1.3 0.2 1.3 Left Right 0.10 0.10 0.13 0.13 0.23 0.23 at 1.33 ft = -0.000 at 1.33 ft = -0.000 at 1.33 ft = -0.000 Page 3/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Lb Cb n Mn / Q ft kip-ft 0.0 1.00 1.67 21.87 0.0 1.00 1.67 21.87 FiIRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design, Floor Type: 2nd flr Beam Number = 215 SPAN INFORMATION (ft): I -End (91.33,133.79) J-End (92.75,132.31) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 2.05 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.002 0.000 --- NonR 0.035 0.036 0.000 2 0.000 0.000 0.000 --- NonR 0.035 0.025 0.099 3 0.036 0.038 0.000 --- NonR 2.048 0.000 0.000 4 0.036 0.025 0.099 --- NonR 2.048 0.000 0.000 5 0.000 0.038 0.000 --- NonR 2.048 0.038 0.000 6 0.000 0.025 0.099 --- NonR 2.048 0.025 0.099 7 0.000 0.010 0.000 --- NonR 2.048 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.28 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL+LL DL+LL kip-ft ft 0.1 1.0 0.1 1.0 PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Left Right 0.12 0.10 0.17 0.14 0.28 0.23 at 1.01 ft = -0.000 at 1.01 ft = -0.000 at 1.01 ft = -0.000 Page 4/90 07/21/15 17:11:1" Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Lb Cb 92 Mn / 91 ft kip-ft 0.0 1.00 1.67 21.87 0.0 1.00 1.67 21.87 10 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 216 SPAN INFORMATION (ft): I -End (91.37,98.39) J-End (92.75,97.06) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 1.91 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.037 0.000 --- NonR 1.914 0.000 0.000 2 0.000 0.024 0.097 --- NonR 1.914 0.000 0.000 3 0.000 0.002 0.000 --- NonR 0.031 0.036 0.000 4 0.000 0.000 0.000 --- NonR 0.031 0.025 0.099 5 0.032 0.038 0.000 --- NonR 1.914 0.038 0.000 6 0.032 0.025 0.099 --- NonR 1.914 0.025 0.099 7 0.000 0.010 0.000 --- NonR 1.914 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.26 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL+LL DL+LL kip-ft ft 0.1 0.9 0.1 0.9 PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Left Right 0.11 0.09 0.16 0.13 0.26 0.21 at 0.95 ft = -0.000 at 0.95 ft = -0.000 at 0.95 ft = -0.000 Page 5/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Lb Cb SZ Mn / SZ ft kip-ft 0.0 1.00 1.67 21.87 0.0 1.00 1.67 21.87 FilRAM Steel 14.06.02.00 Gravity Beam Design Page 6/90 RAM DataBase: FFC-ADDN 07/21/15 17:11:1',, Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 221 SPAN INFORMATION (ft): I -End (92.75,99.81) J-End (92.75,135.16) Beam Size (Optimum) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 35.35 Mp (kip-ft) = 397.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 1.191 1.64 0.00 0.0 2.33 0.00 0.0 0.00 0.0 0.00 4.037 1.50 0.00 0.0 2.13 0.00 0.0 0.00 0.0 0.00 6.884 1.34 0.00 0.0 1.93 0.00 0.0 0.00 0.0 0.00 9.731 1.20 0.00 0.0 1.73 0.00 0.0 0.00 0.0 0.00 12.577 1.04 0.00 0.0 1.52 0.00 0.0 0.00 0.0 0.00 15.424 0.91 0.00 0.0 1.32 0.00 0.0 0.00 0.0 0.00 18.270 0.77 0.00 0.0 1.12 0.00 0.0 0.00 0.0 0.00 21.117 0.63 0.00 0.0 0.92 0.00 0.0 0.00 0.0 0.00 23.964 0.49 0.00 0.0 0.72 0.00 0.0 0.00 0.0 0.00 26.810 0.36 0.00 0.0 0.52 0.00 0.0 0.00 0.0 0.00 29.657 0.22 0.00 0.0 0.32 0.00 0.0 0.00 0.0 0.00 32.503 0.10 0.00 0.0 0.14 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.015 0.000 --- NonR 0.000 1.190 0.027 0.000 0.000 2 0.000 0.010 0.041 --- NonR 0.000 1.190 0.017 0.070 0.000 3 1.191 0.000 0.000 --- NonR 0.000 4.037 0.027 0.000 0.000 4 1.191 0.000 0.000 --- NonR 0.000 4.037 0.017 0.070 0.000 5 4.038 0.000 0.000 --- NonR 0.000 6.884 0.027 0.000 0.000 6 4.038 0.000 0.000 --- NonR 0.000 6.884 0.017 0.070 0.000 7 6.884 0.000 0.000 --- NonR 0.000 9.730 0.027 0.000 0.000 8 6.884 0.000 0.000 --- NonR 0.000 9.730 0.017 0.070 0.000 9 9.731 0.000 0.000 --- NonR 0.000 12.577 0.027 0.000 0.000 10 9.731 0.000 0.000 --- NonR 0.000 12.577 0.017 0.070 0.000 11 12.578 0.000 0.000 --- NonR 0.000 15.423 0.027 0.000 0.000 12 12.578 0.000 0.000 --- NonR 0.000 15.423 0.017 0.070 0.000 RAM RAM Steel 14.06.02.00 DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 7/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Load Dist DL LL Red% Type PartL 13 15.424 0.000 0.000 --- NonR 0.000 18.270 0.027 0.000 0.000 14 15.424 0.000 0.000 --- NonR 0.000 18.270 0.017 0.070 0.000 15 18.271 0.000 0.000 --- NonR 0.000 21.117 0.027 0.000 0.000 16 18.271 0.000 0.000 --- NonR 0.000 21.117 0.017 0.070 0.000 17 21.117 0.000 0.000 --- NonR 0.000 23.963 0.027 0.000 0.000 18 21.117 0.000 0.000 --- NonR 0.000 23.963 0.017 0.070 0.000 19 23.964 0.000 0.000 --- NonR 0.000 26.810 0.027 0.000 0.000 20 23.964 0.000 0.000 --- NonR 0.000 26.810 0.017 0.070 0.000 21 26.811 0.000 0.000 --- NonR 0.000 29.656 0.027 0.000 0.000 22 26.811 0.000 0.000 --- NonR 0.000 29.656 0.017 0.070 0.000 23 29.657 0.000 0.000 --- NonR 0.000 32.503 0.027 0.000 0.000 24 29.657 0.000 0.000 --- NonR 0.000 32.503 0.017 0.070 0.000 25 32.504 0.000 0.000 --- NonR 0.000 35.350 0.027 0.000 0.000 26 32.504 0.000 0.000 --- NonR 0.000 35.350 0.017 0.070 0.000 27 0.000 0.118 0.000 --- NonR 0.000 35.350 0.118 0.000 0.000 28 0.000 0.075 0.300 --- NonR 0.000 35.350 0.075 0.300 0.000 29 0.000 0.044 0.000 --- NonR 0.000 35.350 0.044 0.000 0.000 SHEAR: Max Va (DL+LL) = 27.47 kips Vn/1.50=144.90 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ Mn / 92 kip-ft ft ft kip-ft Center Max + DL+LL 203.1 15.4 0.0 1.00 1.67 238.02 Controlling DL+LL 203.1 15.4 0.0 1.00 1.67 238.02 REACTIONS (kips): Left Right DL reaction 11.54 7.83 Max +LL reaction 15.93 10.63 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Max +total reaction Gravity Beam Design Left Right 27.47 18.46 Page 8/90 07/21/15 17:11: Y Steel Code: AISC 360-10 AST DEFLECTIONS: (Camber =1/2) Dead load (in) at 17.32 ft = -0.779 L/D = 544 Live load (in) at 17.32 ft = -1.072 L/D = 396 Net Total load (in) at 17.32 ft = -1.351 L/D = 314 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd fir Beam Number = 222 Page 9/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD SPAN INFORMATION (ft): I -End (92.75,99.81) J-End (131.25,99.81) Beam Size (Optimum) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 38.50 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE --- Concrete thickness (in) 2.00 0.00 Unit weight concrete (pcf) 145.00 0.00 fc (ksi) 3.00 0.00 Decking Orientation parallel 45.0 deg Decking type VERCO W2 Formlok Noncomposite beff (in) = 57.75 Y bar(in) = 17.32 Mnf (kip-ft) = 1121.48 Mn (kip-ft) = 1005.78 C (kips) = 147.28 PNA (in) = 15.30 Ieff (in4) = 3375.49 Itr (in4) = 3903.70 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Rg = 1.00 Rp = 0.75 # of studs: Full = 31 Partial = 16 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 50.01 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL CLL L 6.000 7.28 5.15 - 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 12.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 18.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 24.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 30.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 36.000 5.22 3.71 0.00 0.0 7.51 0.00 0.0 0.00 0.0 0.00 1.50 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 1.009 0.038 0.038 0.000 --- NonR 0.000 0.000 38.500 0.038 0.038 0.000 0.000 0.000 2 1.009 0.025 0.005 0.101 --- NonR 0.000 0.020 38.500 0.025 0.005 0.101 0.000 0.020 3 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.008 0.038 0.038 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.008 0.025 0.005 0.101 0.000 0.020 5 0.000 0.076 0.076 0.000 --- NonR 0.000 0.000 38.500 0.076 0.076 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 58.33 kips Vn/1.50 = 210.32 kips III RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC MOMENTS: Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 10/90 07/21/15 17:11:1, Steel Code: AISC 360-10 AST Ma @ Lb Cb n Mn / SZ kip-ft ft ft kip-ft 249.6 18.0 6.0 1.06 1.67 499.00 180.6 18.0 --- --- 594.3 18.0 --- --- 1.67 602.26 594.3 18.0 --- --- 1.67 602.26 Left Right 22.37 24.58 22.37 24.58 30.61 33.75 52.98 58.33 19.25 ft = -0.781 L/D = 591 19.25 ft = -0.926 L/D = 499 19.25 ft = -1.111 L/D = 416 19.25 ft = -1.893 L/D = 244 F i�� Gravity Beam Design RAM Steel 14.06.02.00 Page 11/90 RAM DataBase: FFC-ADDN 07/21/15 17:11:17 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 2nd fir Beam Number = 223 SPAN INFORMATION (ft): I -End (92.75,135.16) J-End (92.75,157.67) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 22.51 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 1.876 1.70 0.00 0.0 2.33 0.00 0.0 0.00 0.0 0.00 3.752 1.27 0.00 0.0 1.71 0.00 0.0 0.00 0.0 0.00 5.628 1.11 0.00 0.0 1.54 0.00 0.0 0.00 0.0 0.00 7.503 0.99 0.00 0.0 1.36 0.00 0.0 0.00 0.0 0.00 9.379 0.84 0.00 0.0 1.19 0.00 0.0 0.00 0.0 0.00 11.255 0.72 0.00 0.0 1.01 0.00 0.0 0.00 0.0 0.00 13.131 0.59 0.00 0.0 0.84 0.00 0.0 0.00 0.0 0.00 15.007 0.47 0.00 0.0 0.66 0.00 0.0 0.00 0.0 0.00 16.882 0.34 0.00 0.0 0.48 0.00 0.0 0.00 0.0 0.00 18.758 0.22 0.00 0.0 0.31 0.00 0.0 0.00 0.0 0.00 20.634 0.10 0.00 0.0 0.13 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.016 0.008 0.000 --- NonR 0.000 1.875 0.026 0.000 0.000 2 0.016 0.005 0.022 --- NonR 0.000 1.875 0.017 0.068 0.000 3 1.876 0.000 0.000 --- NonR 0.000 3.751 0.018 0.000 0.000 4 1.876 0.000 0.000 --- NonR 0.000 3.751 0.012 0.047 0.000 5 3.752 0.000 0.000 --- NonR 0.000 5.627 0.018 0.000 0.000 6 3.752 0.000 0.000 --- NonR 0.000 5.627 0.012 0.047 0.000 7 5.628 0.000 0.000 --- NonR 0.000 7.503 0.018 0.000 0.000 8 5.628 0.000 0.000 --- NonR 0.000 7.503 0.012 0.047 0.000 9 7.504 0.000 0.000 --- NonR 0.000 9.379 0.018 0.000 0.000 10 7.504 0.000 0.000 --- NonR 0.000 9.379 0.012 0.047 0.000 11 9.380 0.000 0.000 --- NonR 0.000 11.255 0.018 0.000 0.000 12 9.380 0.000 0.000 --- NonR 0.000 11.255 0.012 0.047 0.000 13 11.255 0.000 0.000 --- NonR 0.000 III RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Load Dist DL LL Red% Type 13.130 0.018 0.000 14 11.255 0.000 0.000 --- NonR 13.130 0.012 0.047 15 13.131 0.000 0.000 --- NonR 15.006 0.018 0.000 16 13.131 0.000 0.000 --- NonR 15.006 0.012 0.047 17 15.007 0.000 0.000 --- NonR 16.882 0.018 0.000 18 15.007 0.000 0.000 --- NonR 16.882 0.012 0.047 19 16.883 0.000 0.000 --- NonR 18.758 0.018 0.000 20 16.883 0.000 0.000 --- NonR 18.758 0.012 0.047 21 18.759 0.000 0.000 --- NonR 20.634 0.018 0.000 22 18.759 0.000 0.000 --- NonR 20.634 0.012 0.047 23 20.635 0.000 0.000 --- NonR 22.510 0.018 0.000 24 20.635 0.000 0.000 --- NonR 22.510 0.012 0.047 25 0.000 0.118 0.000 --- NonR 22.510 0.118 0.000 26 0.000 0.075 0.300 --- NonR 22.510 0.075 0.300 27 0.000 0.026 0.000 --- NonR 22.510 0.026 0.000 SHEAR: Max Va (DL+LL) =19.39 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft DL+LL 95.5 9.5 DL+LL 95.5 9.5 Page 12/90 07/21/15 17:11:1 i Steel Code: AISC 360-10 ASD PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb fl Mn / 91 ft kip-ft 0.0 1.00 1.67 110.28 0.0 1.00 1.67 110.28 Left Right 8.14 5.49 11.25 7.64 19.39 13.13 at 10.92 ft = -0.414 L/D = 653 at 10.92 ft = -0.575 L/D = 470 at 10.92 ft = -0.989 L/D = 273 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Floor Type: 2nd flr Beam Number = 224 SPAN INFORMATION (ft): I -End (92.75,135.16) J-End (131.25,135.16) Beam Size (Optimum) = W30X90 Total Beam Length (ft) = 38.50 COMPOSITE PROPERTIES (Not Shored): Page 13/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 115.50 Y bar(in) = 23.41 Mnf (kip-ft) = 1744.21 Mn (kip-ft) = 1530.98 C (kips) = 273.52 PNA (in) = 20.57 Ieff (in4) = 6380.29 Itr (in4) = 7675.41 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Rg = 1.00 Rp = 0.75 # of studs: Full = 61 Partial = 29 Actual = 29 Number of Stud Rows = 1 Percent of Full Composite Action = 46.43 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL CLL L 6.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 6.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 12.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 12.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 18.000 4.59 3.24 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 18.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 24.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 24.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 30.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 30.000 7.28 5.15 0.00 0.0 10.60 0.00 0.0 0.00 0.0 0.00 2.12 36.000 3.19 2.23 0.00 0.0 4.78 0.00 0.0 0.00 0.0 0.00 0.96 36.000 5.22 3.71 0.00 0.0 7.51 0.00 0.0 0.00 0.0 0.00 1.50 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.090 0.090 0.000 --- NonR 0.000 0.000 38.500 0.090 0.090 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 89.18 kips Vn/1.67 = 249.07 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb n Mn / 92 kip-ft ft ft kip-ft Center PreCmp+ DL+LL 379.0 18.0 6.0 1.06 1.67 706.09 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 14/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASL Span Cond LoadCombo Ma @ Lb Cb n Mn / 52 Init DL DL 272.3 18.0 --- --- Max + DL+LL 912.8 18.0 --- --- 1.67 916.75 Controlling DL+LL 912.8 18.0 --- --- 1.67 916.75 REACTIONS (kips): Left Right Initial reaction 33.62 37.11 DL reaction 33.62 37.11 Max +LL reaction 47.01 52.07 Max +total reaction 80.63 89.18 DEFLECTIONS: Initial load (in) at 19.25 ft = -0.684 L/D = 676 Live load (in) at 19.25 ft = -0.758 L/D = 610 Post Comp load (in) at 19.25 ft = -0.910 L/D = 508 Net Total load (in) at 19.25 ft = -1.593 L/D = 290 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 15/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 225 SPAN INFORMATION (ft): I -End (92.75,157.67) J-End (131.25,157.67) Beam Size (Optimum) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 38.50 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label --- COMPOSITE Concrete thickness (in) 0.00 2.00 Unit weight concrete (pcf) 0.00 145.00 fc (ksi) 0.00 3.00 Decking Orientation 45.0 deg parallel Decking type Noncomposite VERCO W2 Formlok beff (in) = 57.75 Y bar(in) = 16.58 Mnf (kip-ft) = 691.94 Mn (kip-ft) = 649.59 C (kips) = 210.40 PNA (in) = 15.94 Ieff (in4) = 2015.86 Itr (in4) = 2204.83 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Rg = 1.00 Rp = 0.75 # of studs: Full = 31 Partial = 22 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 69.00 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL CLL L 6.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 12.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 18.000 4.59 3.24 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 24.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 30.000 4.47 3.12 0.00 0.0 6.75 0.00 0.0 0.00 0.0 0.00 1.35 36.000 3.19 2.23 0.00 0.0 4.78 0.00 0.0 0.00 0.0 0.00 0.96 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.038 0.038 0.000 --- NonR 0.000 0.000 38.500 0.038 0.038 0.000 0.000 0.000 2 0.000 0.025 0.005 0.101 --- NonR 0.000 0.020 38.500 0.025 0.005 0.101 0.000 0.020 3 0.000 0.050 0.050 0.000 --- NonR 0.000 0.000 38.500 0.050 0.050 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 37.88 kips Vn/1.50 =158.08 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 92 Mn / SZ kip-ft ft ft kip-ft Center PreCmp+ DL+LL 159.6 18.0 6.0 1.02 1.67 262.90 Init DL DL 114.4 18.0 --- --- Max + DL+LL 385.9 18.0 --- --- 1.67 388.97 fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Controlling DL+LL REACTIONS (kips): Initial reaction DI, reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Ma @ Lb 385.9 18.0 --- Left Right 14.36 15.68 14.36 15.68 20.23 22.20 34.59 37.88 19.25 ft = -1.054 19.25 ft = -1.019 19.25 ft = -1.222 19.25 ft = -1.527 Page 16/90 07/21/15 17:11:1 Steel Code: AISC 360-10 ASL Cb fZ Mn / fZ --- 1.67 388.97 L/D = 438 L/D = 454 L/D = 378 L/D = 303 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 17/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 226 SPAN INFORMATION (ft): I -End (98.75,99.81) J-End (98.75,135.16) Beam Size (Optimum) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.35 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 72.00 Y bar(in) = 15.13 Mnf (kip-ft) = 342.98 Mn (kip-ft) = 291.91 C (kips) = 155.07 PNA (in) = 14.05 Ieff (in4) = 698.69 Itr (in4) = 912.97 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 48 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 42.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.236 0.236 0.000 --- NonR 35.350 0.236 0.236 0.000 2 0.000 0.150 0.030 0.600 --- NonR 35.350 0.150 0.030 0.600 3 0.000 0.026 0.026 0.000 --- NonR 35.350 0.026 0.026 0.000 SHEAR: Max Va (DL+LL) =17.88 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Center PreCmp+ Init DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction kip-ft ft ft DL+LL 64.3 17.7 0.0 DL 45.6 17.7 --- DL+LL 158.0 17.7 --- DL+LL 158.0 17.7 --- Left Right 7.28 7.28 7.28 7.28 10.60 10.60 17.88 17.88 PartL 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.120 0.120 0.000 0.000 Cb 92 Mn / 92 kip-ft 1.00 1.67 110.28 --- 1.67 174.79 --- 1.67 174.79 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 18/90 07/21/15 17:11:1, Steel Code: AISC 360-10 ASD at 17.68 ft = -1.174 L/D = 361 at 17.68 ft = -1.040 L/D = 408 at 17.68 ft = -1.249 L/D = 340 at 17.68 ft = -1.672 L/D = 254 FiIRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 19/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 227 SPAN INFORMATION (ft): I -End (98.75,135.16) J-End (98.75,157.67) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 22.51 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 67.53 Y bar(in) = 11.33 Mnf (kip-ft) = 124.21 Mn (kip-ft) = 109.16 C (kips) = 120.61 PNA (in) = 9.73 Ieff (in4) = 206.12 Itr (in4) = 238.33 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 22 Partial = 14 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 68.14 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.236 0.236 0.000 --- NonR 22.510 0.236 0.236 0.000 2 0.000 0.150 0.030 0.600 --- NonR 22.510 0.150 0.030 0.600 3 0.000 0.012 0.012 0.000 --- NonR 22.510 0.012 0.012 0.000 SHEAR: Max Va (DL+LL) =11.23 kips Vn/1.50 = 37.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Center PreCmp+ Init DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction kip-ft ft ft DL+LL 25.2 11.3 0.0 DL 17.6 11.3 --- DL+LL 63.2 11.3 --- DL+LL 63.2 11.3 --- Left Right 4.47 4.47 4.47 4.47 6.75 6.75 11.23 11.23 PartL 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.120 0.120 0.000 0.000 Cb Q Mn / 92 kip-ft 1.00 1.67 31.21 --- 1.67 65.36 --- 1.67 65.36 F11RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 20/90 07/21/15 17:11: l' Steel Code: AISC 360-10 ASD at 11.26 ft = -1.028 L/D = 263 at 11.26 ft = -0.580 L/D = 466 at 11.26 ft = -0.696 L/D = 388 at 11.26 ft = -0.973 L/D = 277 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 21/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 228 SPAN INFORMATION (ft): I -End (104.75,99.81) J-End (104.75,135.16) Beam Size (Optimum) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.35 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 72.00 Y bar(in) = 15.13 Mnf (kip-ft) = 342.98 Mn (kip-ft) = 291.91 C (kips) = 155.07 PNA (in) = 14.05 Ieff (in4) = 698.69 Itr (in4) = 912.97 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 48 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 42.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.236 0.236 0.000 --- NonR 0.000 0.000 35.350 0.236 0.236 0.000 0.000 0.000 2 0.000 0.150 0.030 0.600 --- NonR 0.000 0.120 35.350 0.150 0.030 0.600 0.000 0.120 3 0.000 0.026 0.026 0.000 --- NonR 0.000 0.000 35.350 0.026 0.026 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =17.88 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 91 Mn / 92 kip-ft ft ft kip-ft Center PreCmp+ DL+LL 64.3 17.7 0.0 1.00 1.67 110.28 Init DL DL 45.6 17.7 --- --- Max + DL+LL 158.0 17.7 --- --- 1.67 174.79 Controlling DL+LL 158.0 17.7 --- --- 1.67 174.79 REACTIONS (kips): Left Right Initial reaction 7.28 7.28 DL reaction 7.28 7.28 Max +LL reaction 10.60 10.60 Max +total reaction 17.88 17.88 F r � 11 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 22/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASL at 17.68 ft = -1.174 L/D = 361 at 17.68 ft = -1.040 L/D = 408 at 17.68 ft = -1.249 L/D = 340 at 17.68 ft = -1.672 L/D = 254 FiIRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 23/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 229 SPAN INFORMATION (ft): I -End (104.75,135.16) J-End (104.75,157.67) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 22.51 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 67.53 Y bar(in) = 11.33 Mnf (kip-ft) = 124.21 Mn (kip-ft) = 109.16 C (kips) = 120.61 PNA (in) = 9.73 Ieff (in4) = 206.12 Itr (in4) = 238.33 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 22 Partial = 14 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 68.14 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.236 0.236 0.000 --- NonR 0.000 0.000 22.510 0.236 0.236 0.000 0.000 0.000 2 0.000 0.150 0.030 0.600 --- NonR 0.000 0.120 22.510 0.150 0.030 0.600 0.000 0.120 3 0.000 0.012 0.012 0.000 --- NonR 0.000 0.000 22.510 0.012 0.012 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =11.23 kips Vn/1.50 = 37.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 92 Mn / KI kip-ft ft ft kip-ft Center PreCmp+ DL+LL 25.2 11.3 0.0 1.00 1.67 31.21 Init DL DL 17.6 11.3 --- --- Max + DL+LL 63.2 11.3 --- 1.67 65.36 Controlling DL+LL 63.2 11.3 __- 1.67 65.36 REACTIONS (kips): Left Right Initial reaction 4.47 4.47 - DL reaction 4.47 4.47 Max +LL reaction 6.75 6.75 Max +total reaction 11.23 11.23 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Page 24/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASL at 11.26 ft = -1.028 L/D = 263 at 11.26 ft = -0.580 L/D = 466 at 11.26 ft = -0.696 L/D = 388 at 11.26 ft = -0.973 L/D = 277 RAM Steel 14.06.02.00 Gravity Beam Design RAM DataBase: FFC-ADDN Building Code: IBC Page 25/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 230 SPAN INFORMATION (ft): I -End (110.75,99.81) J-End (110.75,135.16) Beam Size (Optimum) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.35 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 72.00 Y bar(in) = 15.13 Mnf (kip-ft) = 342.98 Mn (kip-ft) = 291.91 C (kips) = 155.07 PNA (in) = 14.05 Ieff (in4) = 698.69 Itr (in4) = 912.97 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 48 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 42.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.236 0.236 0.000 --- NonR 35.350 0.236 0.236 0.000 2 0.000 0.150 0.030 0.600 --- NonR 35.350 0.150 0.030 0.600 3 0.000 0.026 0.026 0.000 --- NonR 35.350 0.026 0.026 0.000 SHEAR: Max Va (DL+LL) =17.88 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb kip-ft ft ft Center PreCmp+ DL+LL 64.3 17.7 0.0 Init DL DL 45.6 17.7 --- Max + DL+LL 158.0 17.7 --- Controlling DL+LL 158.0 17.7 --- REACTIONS (kips): Left Right Initial reaction 7.28 7.28 DL reaction 7.28 7.28 Max +LL reaction 10.60 10.60 Max +total reaction 17.88 17.88 PartL 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.120 0.120 0.000 0.000 Cb 92 Mn / SZ kip-ft 1.00 1.67 110.28 --- 1.67 174.79 --- 1.67 174.79 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 26/90 07/21/15 17:11:11 Steel Code: AISC 360-10 ASL 17.68 ft = -1.174 L/D = 361 17.68 ft = -1.040 L/D = 408 17.68 ft = -1.249 L/D = 340 17.68 ft = -1.672 L/D = 254 5 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Page 27/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 231 } SPAN INFORMATION (ft): I -End (110.75,135.16) J-End (110.75,157.67) Beam Size (User Selected) = W 12X22 Fy = 50.0 ksi Total Beam Length (ft) = 22.51 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 67.53 Y bar(in) = 12.50 Mnf (kip-ft) = 248.65 Mn (kip-ft) = 181.35 C (kips) = 86.15 PNA (in) = 9.46 Ieff (in4) = 352.68 Itr (in4) = 537.42 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 22 Partial = 11 Actual = 11 Number of Stud Rows = 1 Percent of Full Composite Action = 26.59 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.236 0.236 0.000 --- NonR 22.510 0.236 0.236 0.000 2 0.000 0.150 0.030 0.600 --- NonR 22.510 0.150 0.030 0.600 3 0.000 0.022 0.022 0.000 --- NonR 22.510 0.022 0.022 0.000 SHEAR: Max Va (DL+LL) =11.34 kips Vn/1.50 = 63.96 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Center PreCmp+ Init DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction kip-ft ft ft DL+LL 25.8 11.3 0.0 DL 18.2 11.3 --- DL+LL 63.8 11.3 --- DL+LL 63.8 11.3 --- Left Right 4.59 4.59 4.59 4.59 6.75 6.75 11.34 11.34 PartL 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.120 0.120 0.000 0.000 Cb a Mn / SZ kip-ft 1.00 1.67 73.10 --- 1.67 108.59 --- 1.67 108.59 F, 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 28/90 07/21/15 17:11: l' Steel Code: AISC 360-10 ASL at 11.26 ft = -0.367 L/D = 736 at 11.26 ft = -0.339 L/D = 797 at 11.26 ft = -0.407 L/D = 664 at 11.26 ft = -0.774 L/D = 349 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 232 SPAN INFORMATION (ft): I -End (116.75,99.81) Beam Size (Optimum) = W 16X26 Total Beam Length (ft) = 35.35 COMPOSITE PROPERTIES (Not Shored): J-End (116.75,135.16) Page 29/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 72.00 Y bar(in) = 15.13 Mnf (kip-ft) = 342.98 Mn (kip-ft) = 291.91 C (kips) = 155.07 PNA (in) = 14.05 Ieff (in4) = 698.69 Itr (in4) = 912.97 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 48 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 42.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.236 0.236 0.000 --- NonR 35.350 0.236 0.236 0.000 2 0.000 0.150 0.030 0.600 --- NonR 35.350 0.150 0.030 0.600 3 0.000 0.026 0.026 0.000 --- NonR 35.350 0.026 0.026 0.000 SHEAR: Max Va (DL+LL) =17.88 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Center PreCmp+ Init DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction kip-ft ft ft DL+LL 64.3 17.7 0.0 DL 45.6 17.7 --- DL+LL 158.0 17.7 --- DL+LL 158.0 17.7 --- Left Right 7.28 7.28 7.28 7.28 10.60 10.60 17.88 17.88 PartL 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.120 0.120 0.000 0.000 Cb n Mn / 52 kip-ft 1.00 1.67 110.28 --- 1.67 174.79 --- 1.67 174.79 r fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 30/90 07/21/15 17:11:1'. Steel Code: AISC 360-10 ASD DEFLECTIONS: (Camber = 3/4) Initial load (in) at 17.68 ft = -1.174 L/D = 361 Live load (in) at 17.68 ft = -1.040 L/D = 408 Post Comp load (in) at 17.68 ft = -1.249 L/D = 340 Net Total load (in) at 17.68 ft = -1.672 L/D = 254 i Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 31/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 233 SPAN INFORMATION (ft): I -End (116.75,135.16) J-End (116.75,157.67) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 22.51 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 67.53 Y bar(in) = 11.33 Mnf (kip-ft) = 124.21 Mn (kip-ft) = 109.16 C (kips) = 120.61 PNA (in) = 9.73 Ieff (in4) = 206.12 Itr (in4) = 238.33 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 22 Partial = 14 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 68.14 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.236 0.236 0.000 --- NonR 0.000 0.000 22.510 0.236 0.236 0.000 0.000 0.000 2 0.000 0.150 0.030 0.600 --- NonR 0.000 0.120 22.510 0.150 0.030 0.600 0.000 0.120 3 0.000 0.012 0.012 0.000 --- NonR 0.000 0.000 22.510 0.012 0.012 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =11.23 kips Vn/1.50 = 37.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ kip-ft ft ft Center PreCmp+ DL+LL 25.2 11.3 0.0 1.00 1.67 Init DL DL 17.6 11.3 --- --- Max + DL+LL 63.2 11.3 --- --- 1.67 Controlling DL+LL 63.2 11.3 --- --- 1.67 REACTIONS (kips): Left Right Initial reaction 4.47 4.47 DL reaction 4.47 4.47 Max +LL reaction 6.75 6.75 Max +total reaction 11.23 11.23 Mn / 92 kip-ft 31.21 65.36 65.36 III RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 32/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASL at 11.26 ft = -1.028 L/D = 263 at 11.26 ft = -0.580 L/D = 466 at 11.26 ft = -0.696 L/D = 388 at 11.26 ft = -0.973 L/D = 277 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Floor Type: 2nd flr Beam Number = 234 SPAN INFORMATION (ft): I -End (122.75,99.81) Beam Size (Optimum) = W16X26 Total Beam Length (ft) = 35.35 COMPOSITE PROPERTIES (Not Shored): Page 33/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD J-End (122.75,135.16) Fy = 50.0 ksi Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 72.00 Y bar(in) = 15.13 Mnf (kip-ft) = 342.98 Mn (kip-ft) = 291.91 C (kips) = 155.07 PNA (in) = 14.05 Ieff (in4) = 698.69 Itr (in4) = 912.97 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 48 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 42.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.236 0.236 0.000 --- NonR 0.000 0.000 35.350 0.236 0.236 0.000 0.000 0.000 2 0.000 0.150 0.030 0.600 --- NonR 0.000 0.120 35.350 0.150 0.030 0.600 0.000 0.120 3 0.000 0.026 0.026 0.000 --- NonR 0.000 0.000 35.350 0.026 0.026 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =17.88 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb n Mn / n kip-ft ft ft kip-ft Center PreCmp+ DL+LL 64.3 17.7 0.0 1.00 1.67 110.28 Init DL DL 45.6 17.7 --- --- Max + DL+LL 158.0 17.7 --- --- 1.67 174.79 Controlling DL+LL 158.0 17.7 --- --- 1.67 174.79 REACTIONS (kips): Left Right Initial reaction 7.28 7.28 DL reaction 7.28 7.28 Max +LL reaction 10.60 10.60 Max +total reaction 17.88 17.88 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 34/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD 17.68 ft = -1.174 L/D = 361 17.68 ft = -1.040 L/D = 408 17.68 ft = -1.249 L/D = 340 17.68 ft = -1.672 L/D = 254 10 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 35/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 235 SPAN INFORMATION (ft): I -End (122.75,135.16) J-End (122.75,157.67) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 22.51 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 67.53 Y bar(in) = 11.33 Mnf (kip-ft) = 124.21 Mn (kip-ft) = 109.16 C (kips) = 120.61 PNA (in) = 9.73 Ieff (in4) = 206.12 Itr (in4) = 238.33 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 22 Partial = 14 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 68.14 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.236 0.236 0.000 --- NonR 22.510 0.236 0.236 0.000 2 0.000 0.150 0.030 0.600 --- NonR 22.510 0.150 0.030 0.600 3 0.000 0.012 0.012 0.000 --- NonR 22.510 0.012 0.012 0.000 SHEAR: Max Va (DL+LL) =11.23 kips Vn/1.50 = 37.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Center PreCmp+ Init DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction kip-ft ft ft DL+LL 25.2 11.3 0.0 DL 17.6 11.3 --- DL+LL 63.2 11.3 --- DL+LL 63.2 11.3 --- Left Right 4.47 4.47 4.47 4.47 6.75 6.75 11.23 11.23 PartL 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.120 0.120 0.000 0.000 Cb Q Mn / 92 kip-ft 1.00 1.67 31.21 --- 1.67 65.36 --- 1.67 65.36 FilRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber = 3/4) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 36/90 07/21/15 17:11:1' Steel Code: AISC 360-10 ASL at 11.26 ft = -1.028 L/D = 263 at 11.26 ft = -0.580 L/D = 466 at 11.26 ft = -0.696 L/D = 388 at 11.26 ft = -0.973 L/D = 277 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd fir Beam Number = 236 SPAN INFORMATION (ft): I -End (128.75,99.81) J-End (128.75,135.16) Beam Size (Optimum) = W 14X22 Total Beam Length (ft) = 35.35 COMPOSITE PROPERTIES (Not Shored): Page 37/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 51.00 Y bar(in) = 13.07 Mnf (kip-ft) = 249.93 Mn (kip-ft) = 226.93 C (kips) = 155.07 PNA (in) = 13.36 Ieff (in4) = 508.66 Itr (in4) = 600.05 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 32 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 59.62 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.167 0.167 0.000 --- NonR 35.350 0.167 0.167 0.000 2 0.000 0.106 0.021 0.425 --- NonR 35.350 0.106 0.021 0.425 3 0.000 0.022 0.022 0.000 --- NonR 35.350 0.022 0.022 0.000 SHEAR: Max Va (DL+LL) =12.73 kips Vn/1.50 = 63.02 kips MOMENTS: Span Cond LoadCombo Ma @ Lb kip-ft ft ft Center PreCmp+ DL+LL 46.1 17.7 0.0 Init DL DL 32.8 17.7 --- Max + DL+LL 112.5 17.7 --- Controlling DL+LL 112.5 17.7 --- REACTIONS (kips): Left Right Initial reaction 5.22 5.22 DL reaction 5.22 5.22 Max +LL reaction 7.51 7.51 Max +total reaction 12.73 12.73 PartL 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.085 0.085 0.000 0.000 Cb SZ Mn / K2 kip-ft 1.00 1.67 82.83 --- 1.67 135.88 --- 1.67 135.88 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber =1) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 38/90 07/21/15 17:11:1', Steel Code: AISC 360-10 ASD at 17.68 ft = -1.279 L/D = 332 at 17.68 ft = -1.012 L/D = 419 at 17.68 ft = -1.215 L/D = 349 at 17.68 ft = -1.494 L/D = 284 11� 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 237 SPAN INFORMATION (ft): I -End (128.75,135.16) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 22.51 COMPOSITE PROPERTIES (Not Shored): Page 39/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD J-End (128.75,157.67) Fy = 50.0 ksi Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 48.76 Y bar(in) = 9.38 Mnf (kip-ft) = 90.65 Mn (kip-ft) = 79.33 C (kips) = 103.38 PNA (in) = 7.78 Ieff (in4) = 127.06 Itr (in4) = 145.97 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 18 Partial = 12 Actual = 12 Number of Stud Rows = 1 Percent of Full Composite Action = 69.85 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.167 0.167 0.000 --- NonR 0.000 0.000 22.510 0.167 0.167 0.000 0.000 0.000 2 0.000 0.106 0.021 0.425 --- NonR 0.000 0.085 22.510 0.106 0.021 0.425 0.000 0.085 3 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000 22.510 0.010 0.010 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 7.97 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb n Mn / n kip-ft ft ft kip-ft Center PreCmp+ DL+LL 17.9 11.3 0.0 1.00 1.67 21.87 Init DL DL 12.5 11.3 --- --- Max + DL+LL 44.9 11.3 --- --- 1.67 47.50 Controlling DL+LL 44.9 11.3 --- --- 1.67 47.50 REACTIONS (kips): Left Right Initial reaction 3.19 3.19 DL reaction 3.19 3.19 Max +LL reaction 4.78 4.78 Max +total reaction 7.97 7.97 III RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC DEFLECTIONS: (Camber =1) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 40/90 07/21/15 17:11:1 Steel Code: AISC 360-10 ASL at 11.26 ft = -1.281 L/D = 211 at 11.26 ft = -0.666 L/D = 405 at 11.26 ft = -0.800 L/D = 338 at 11.26 ft = -1.081 L/D = 250 l Fil Gravity Beam Design RAM Steel 14.06.02.00 Page 41/90 RAM DataBase: FFC-ADDN 07/21/15 17:11:17 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 238 SPAN INFORMATION (ft): I -End (131.25,99.81) J-End (131.25,135.16) Beam Size (Optimum) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.35 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular 45.0 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 58.67 Y bar(in) = 14.62 Mnf (kip-ft) = 325.47 Mn (kip-ft) = 283.47 C (kips) = 137.84 PNA (in) = 13.36 Ieff (in4) = 687.07 Itr (in4) = 869.80 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 40 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 45.55 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL CLL L 9.407 0.99 0.69 0.00 0.0 1.48 0.00 0.0 0.00 0.0 0.00 0.30 18.814 2.32 1.62 0.00 0.0 3.50 0.00 0.0 0.00 0.0 0.00 0.70 28.221 3.76 2.64 0.00 0.0 5.62 0.00 0.0 0.00 0.0 0.00 1.12 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.049 0.049 0.000 --- NonR 0.000 0.000 35.350 0.049 0.049 0.000 0.000 0.000 2 0.000 0.031 0.006 0.125 --- NonR 0.000 0.025 35.350 0.031 0.006 0.125 0.000 0.025 3 0.000 0.084 0.084 0.000 --- NonR 0.000 0.000 9.406 0.000 0.000 0.000 0.000 0.000 4 0.000 0.053 0.011 0.213 --- NonR 0.000 0.043 9.406 0.000 0.000 0.000 0.000 0.000 5 9.407 0.084 0.084 0.000 --- NonR 0.000 0.000 18.813 0.000 0.000 0.000 0.000 0.000 6 9.407 0.053 0.011 0.213 --- NonR 0.000 0.043 18.813 0.000 0.000 0.000 0.000 0.000 7 18.814 0.084 0.084 0.000 --- NonR 0.000 0.000 28.220 0.000 0.000 0.000 0.000 0.000 8 18.814 0.053 0.011 0.213 --- NonR 0.000 0.043 28.220 0.000 0.000 0.000 0.000 0.000 I'll RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Load Dist DL CDL LL Red% 9 28.221 0.084 0.084 0.000 --- 34.946 0.024 0.024 0.000 10 28.221 0.053 0.011 0.213 --- 34.946 0.015 0.003 0.061 11 34.946 0.024 0.024 0.000 --- 35.350 0.000 0.000 0.000 12 34.946 0.015 0.003 0.061 --- 35.350 0.000 0.000 0.000 13 0.000 0.026 0.026 0.000 --- 35.350 0.026 0.026 0.000 SHEAR: Max Va (DL+LL) =18.43 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ kip-ft ft Center PreCmp+ DL+LL 66.3 18.8 Init DL. DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 47.4 161.0 161.0 Left 5.77 5.77 8.12 13.89 Right 7.60 7.60 10.84 18.43 Page 42/90 07/21/15 17:11:1' Steel Code: AISC 360-10 ASD Type PartL CLL NonR 0.000 0.000 0.000 0.000 NonR 0.000 0.043 0.000 0.012 NonR 0.000 0.000 0.000 0.000 NonR 0.000 0.012 0.000 0.000 NonR 0.000 0.000 0.000 0.000 Lb Cb n Mn / 92 ft kip-ft 0.0 1.00 1.67 110.28 --- --- 1.67 169.74 --- --- 1.67 169.74 18.21 ft = -1.179 L/D = 360 18.21 ft = -1.030 L/D = 412 18.21 ft = -1.235 L/D = 343 18.21 ft = -1.665 L/D = 255 il RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 239 Page 43/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD SPAN INFORMATION (ft): I -End (131.25,99.81) J-End (169.40,131.40) Beam Size (Optimum) = W27X84 Fy = 50.0 ksi Total Beam Length (ft) = 49.53 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE --- Concrete thickness (in) 2.00 0.00 Unit weight concrete (pcf) 145.00 0.00 f c (ksi) 3.00 0.00 Decking Orientation parallel parallel Decking type VERCO W2 Formlok Noncomposite beff (in) = 74.30 Y bar(in) = 19.80 Mnf (kip-ft) = 1407.43 Mn (kip-ft) = 1314.50 C (kips) = 252.48 PNA (in) = 18.84 Ieff (in4) = 4990.33 Itr (in4) = 5472.02 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Rg = 1.00 Rp = 0.75 # of studs: Full = 40 Partial = 25 Actual = 25 Number of Stud Rows = 1 Percent of Full Composite Action = 62.64 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL CLL L 6.000 1.18 0.83 0.00 0.0 1.78 0.00 0.0 0.00 0.0 0.00 0.36 6.000 1.73 1.22 0.00 0.0 2.58 0.00 0.0 0.00 0.0 0.00 0.52 12.000 2.71 1.89 0.00 0.0 4.11 0.00 0.0 0.00 0.0 0.00 0.82 12.000 1.76 1.23 0.00 0.0 2.64 0.00 0.0 0.00 0.0 0.00 0.53 18.000 4.22 2.96 0.00 0.0 6.33 0.00 0.0 0.00 0.0 0.00 1.27 18.000 1.54 1.08 0.00 0.0 2.30 0.00 0.0 0.00 0.0 0.00 0.46 24.000 5.50 3.90 0.00 0.0 8.01 0.00 0.0 0.00 0.0 0.00 1.60 24.000 1.32 0.93 0.00 0.0 1.96 0.00 0.0 0.00 0.0 0.00 0.39 30.000 5.23 3.66 0.00 0.0 7.85 0.00 0.0 0.00 0.0 0.00 1.57 30.000 1.10 0.78 0.00 0.0 1.62 0.00 0.0 0.00 0.0 0.00 0.32 36.000 5.11 3.57 0.00 0.0 7.66 0.00 0.0 0.00 0.0 0.00 1.53 36.000 0.88 0.63 0.00 0.0 1.29 0.00 0.0 0.00 0.0 0.00 0.26 42.000 5.26 3.68 0.00 0.0 7.91 0.00 0.0 0.00 0.0 0.00 1.58 42.000 0.72 0.52 0.00 0.0 1.03 0.00 0.0 0.00 0.0 0.00 0.21 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.011 0.011 0.000 --- NonR 0.000 0.000 6.000 0.009 0.009 0.000 0.000 0.000 2 0.000 0.007 0.001 0.028 --- NonR 0.000 0.006 6.000 0.006 0.001 0.025 0.000 0.005 3 6.000 0.011 0.011 0.000 --- NonR 0.000 0.000 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Load Dist DL CDL LL Red% 42.000 0.011 0.011 0.000 4 6.000 0.007 0.001 0.028 --- 42.000 0.007 0.001 0.028 5 42.000 0.014 0.014 0.000 --- 49.531 0.013 0.013 0.000 6 42.000 0.009 0.002 0.035 --- 49.531 0.009 0.002 0.035 7 0.000 0.084 0.084 0.000 --- 49.531 0.084 0.084 0.000 SHEAR: Max Va (DL+LL) = 53.36 kips Vn/1.50 = 245.64 kips MOMENTS: Span Cond LoadCombo Ma @ Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at TORSION (kip-ft): kip-ft 326.9 237.3 775.2 775.2 Left 20.71 20.71 27.81 48.52 ft 24.0 24.0 24.0 24.0 Right 22.66 22.66 30.70 53.36 Page 44/90 07/21/15 17:11:1 Steel Code: AISC 360-10 ASD Type PartL CLL 0.000 0.000 NonR 0.000 0.006 0.000 0.006 NonR 0.000 0.000 0.000 0.000 NonR 0.000 0.007 0.000 0.007 NonR 0.000 0.000 0.000 0.000 Lb Cb a Mn / n ft kip-ft 6.0 1.04 1.67 608.78 --- --- 1.67 787.13 --- --- 1.67 787.13 25.01 ft = -1.237 L/D = 480 25.01 ft = -1.333 L/D = 446 25.01 ft = -1.600 L/D = 371 25.01 ft = -2.087 L/D = 285 Left Right Construction DL 7.82 3.95 Construction LL 3.25 1.62 Dead Load 11.06 5.57 Max Pos Live Load 16.23 8.11 Max Neg Live Load 0.00 0.00 Note: Torsion is not considered in the design of the beam. �j i;� 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 45/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 240 SPAN INFORMATION (ft): I -End (131.25,109.22) J-End (135.87,103.64) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 7.24 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation 84.6 deg 84.6 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 21.73 Y bar(in) = 8.22 Mnf (kip-ft) = 76.23 Mn (kip-ft) = 55.95 C (kips) = 34.46 PNA (in) = 5.97 Ieff (in4) = 80.64 Itr (in4) = 120.20 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 7 Partial = 5 Actual = 5 Number of Stud Rows = 1 Percent of Full Composite Action = 27.82 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL - CLL 1 0.000 0.118 0.118 0.000 --- NonR 0.000 0.000 7.245 0.118 0.118 0.000 0.000 0.000 2 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 7.245 0.075 0.015 0.300 0.000 0.060 3 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 6.681 0.118 0.118 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 6.681 0.075 0.015 0.300 0.000 0.060 5 6.681 0.117 0.117 0.000 --- NonR 0.000 0.000 7.245 0.000 0.000 0.000 0.000 0.000 6 6.681 0.075 0.015 0.300 --- NonR 0.000 0.060 7.245 0.000 0.000 0.000 0.000 0.000 7 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000 7.245 0.010 0.010 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 2.96 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond Center PreCmp+ Init DL Max + Controlling LoadCombo DL+LL DL DL+LL DL+LL Ma @ Lb Cb kip-ft ft ft 2.0 3.8 0.0 1.00 1.4 3.8 --- --- 5.1 3.8 --- --- 5.1 3.8 --- --- n 1.67 1.67 1.67 Mn/n kip-ft 21.87 33.50 33.50 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 46/90 07/21/15 17:11:1" Steel Code: AISC 360-10 ASD Left Right 0.99 1.18 0.99 1.18 1.48 1.78 2.46 2.96 at 3.66 ft = -0.015 L/D = 5850 at 3.66 ft = -0.012 L/D = 7112 at 3.66 ft = -0.015 L/D = 5927 at 3.66 ft = -0.030 L/D = 2944 i� 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 241 Page 47/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD SPAN INFORMATION (ft): I -End (131.25,118.62) J-End (140.49,107.46) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 14.49 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) _ Mnf (kip-ft) _ C (kips) _ Ieff (in4) _ Stud length (in) _ Stud Capacity (kips) Qn = # of studs: Max = 14 Number of Stud Rows = 1 LINE LOADS (k/ft): Load Dist 1 0.000 14.490 2 0.000 14.490 3 0.000 6.681 4 0.000 6.681 5 6.681 13.926 6 6.681 13.926 7 13.926 14.490 8 13.926 14.490 9 0.000 14.490 Left Right COMPOSITE COMPOSITE 2.00 2.00 145.00 145.00 3.00 3.00 84.6 deg 84.6 deg VERCO W2 Formlok VERCO W2 Formlok 43.47 Y bar(in) = 9.23 89.75 Mn (kip-ft) = 63.61 51.69 PNA (in) = 6.99 96.93 Itr (in4) = 142.70 3.50 Stud diam (in) = 0.75 17.2 Rg = 1.00 Rp = 0.60 Partial = 7 Actual = 7 Percent of Full Composite Action = 32.53 DL CDL LL Red% Type PartL CLL 0.118 0.118 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.075 0.015 0.300 0.000 0.060 0.000 0.000 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 0.075 0.015 0.300 0.000 0.060 0.118 0.118 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.075 0.015 0.300 0.000 0.060 0.117 0.117 0.000 --- NonR 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.000 0.000 0.000 0.000 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000 0.010 0.010 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 6.82 kips Vn/1.50 = 26.83 kips MOMENTS: III RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 48/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASD Ma @ Lb Cb a Mn / 92 kip-ft ft ft kip-ft 9.7 7.5 0.0 1.00 1.67 21.87 6.7 7.5 --- --- 24.3 7.5 --- --- 1.67 38.09 24.3 7.5 --- --- 1.67 38.09 Left Right 2.32 2.71 2.32 2.71 3.50 4.11 5.82 6.82 7.32 ft = -0.283 L/D = 615 7.32 ft = -0.195 L/D = 891 7.32 ft = -0.234 L/D = 743 7.32 ft = -0.517 L/D = 336 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravily Beam Design, Floor Type: 2nd flr Beam Number = 242 Page 49/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD SPAN INFORMATION (ft): I -End (131.25,128.03) J-End (145.11,111.29) Beam Size (Optimum) = W12X14 Total Beam Length (ft) = 21.73 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) _ Mnf (kip-ft) _ C (kips) _ Ieff (in4) _ Stud length (in) _ Stud Capacity (kips) Qn = # of studs: Max = 21 Number of Stud Rows = 1 LINE LOADS (k/ft): Load Dist 1 0.000 21.735 2 0.000 21.735 3 0.000 6.681 4 0.000 6.681 5 6.681 21.171 6 6.681 21.171 7 21.171 21.735 8 21.171 21.735 9 0.000 21.735 Fy = 50.0 ksi ---.Left- - - Right "COMPOSITE - COMPOSITE 2.00 2.00 145.00 145.00 3.00 3.00 84.6 deg 84.6 deg VERCO W2 Formlok VERCO W2 Formlok 65.20 Y bar(in) = 12.87 161.63 - Mn (kip-ft) = 126.91 86.15 PNA (in) = 10.26 257.48 Itr (in4) = 351.02 3.50 Stud diam (in) = 0.75 17.2 Rg = 1.00 Rp = 0.60 Partial = 11 Actual = 11 Percent of Full Composite Action = 40.13 DL CDL LL Red% Type PartL CLL 0.118 0.118 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.075 0.015 0.300 0.000 0.060 0.000 0.000 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 0.075 0.015 0.300 0.000 0.060 0.118 0.118 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.075 0.015 0.300 0.000 0.060 0.117 0.117 0.000 --- NonR 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.000 0.000 0.000 0.000 0.000 0.014 0.014 0.000 --- NonR 0.000 0.000 0.014 0.014 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =10.56 kips Vn/1.67 = 42.75 kips MOMENTS: fil RAM Steel 14.06.02.00 UM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 50/90 07/21/15 17:11:1, Steel Code: AISC 360-10 ASL Ma @ Lb Cb 92 Mn / 92 kip-ft ft ft kip-ft 22.9 11.0 0.0 1.00 1.67 43.41 16.0 11.0 --- --- 57.2 11.0 --- --- 1.67 75.99 57.2 11.0 --- --- 1.67 75.99 Left Right 3.76 4.22 3.76 4.22 5.62 6.33 9.38 10.56 10.87 ft = -0.527 L/D = 494 10.87 ft = -0.389 L/D = 671 10.87 ft = -0.466 L/D = 559 10.87 ft = -0.994 L/D = 262 RAM Steel 14.06.02.00 Gravity Beam Design RAM DataBase: FFC-ADDN Building Code: IBC Page 51/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 243 SPAN INFORMATION (ft): I -End (131.25,135.16) J-End (131.25,157.67) Beam Size (Optimum) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 22.51 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular 45.0 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 42.24 Y bar(in) = 12.11 Mnf (kip-ft) = 155.73 Mn (kip-ft) = 125.90 C (kips) = 86.15 PNA (in) = 10.26 Ieff (in4) = 238.22 Itr (in4) = 321.08 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 22 Partial = 11 Actual = 11 Number of Stud Rows = 1 Percent of Full Composite Action = 38.26 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL CLL L 10.808 1.24 0.87 0.00 0.0 1.86 0.00 0.0 0.00 0.0 0.00 0.37 21.617 2.64 1.85 0.00 0.0 3.94 0.00 0.0 0.00 0.0 0.00 0.79 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.049 0.049 0.000 --- NonR 0.000 0.000 22.510 0.049 0.049 0.000 0.000 0.000 2 0.000 0.031 0.006 0.125 --- NonR 0.000 0.025 22.510 0.031 0.006 0.125 0.000 0.025 3 0.000 0.085 0.085 0.000 --- NonR 0.000 0.000 10.808 0.000 0.000 0.000 0.000 0.000 4 0.000 0.054 0.011 0.216 --- NonR 0.000 0.043 10.808 0.000 0.000 0.000 0.000 0.000 5 10.809 0.085 0.085 0.000 --- NonR 0.000 0.000 21.617 0.000 0.000 0.000 0.000 0.000 6 10.809 0.054 0.011 0.216 --- NonR 0.000 0.043 21.617 0.000 0.000 0.000 0.000 0.000 7 21.617 0.017 0.017 0.000 --- NonR 0.000 0.000 22.510 0.000 0.000 0.000 0.000 0.000 8 21.617 0.011 0.002 0.045 --- NonR 0.000 0.009 22.510 0.000 0.000 0.000 0.000 0.000 9 0.000 0.014 0.014 0.000 --- NonR 0.000 0.000 FiIRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Load Dist DL CDL LL Red% 22.510 0.014 0.014 0.000 SHEAR: Max Va (DL+LL) =11.84 kips Vn/1.67 = 42.75 kips MOMENTS: Span Cond LoadCombo Ma @ kip-ft ft Center PreCmp+ DL+LL 18.4 10.8 Init DL DL 13.0 10.8 Max + DL+LL 45.2 10.8 Controlling DL+LL 45.2 10.8 REACTIONS (kips): Left Right Initial reaction 2.71 4.80 DL reaction 2.71 4.80 Max +LL reaction 3.93 7.03 Max +total reaction 6.64 11.84 DEFLECTIONS: Page 52/90 07/21/15 17:11:1" Steel Code: AISC 360-10 ASD Type PartL CLL 0.000 0.000 Lb Cb 92 Mn / n ft kip-ft 0.0 1.00 1.67 43.41 --- --- 1.67 75.39 --- --- 1.67 75.39 Initial load (in) L/D = 621 L/D = 815 L/D = 679 L/D = 324 at 11.37 ft = -0.435 Live load (in) at 11.37 ft = -0.331 Post Comp load (in) at 11.37 ft = -0.398 Net Total load (in) at 11.37 ft = -0.833 Gravity Beam Design 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Page 53/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 244 SPAN INFORMATION (ft): I -End (131.25,135.16) J-End (151.88,148.93) Beam Size (Optimum) = W21X48 Fy = 50.0 ksi Total Beam Length (ft) = 24.80 Mp (kip-ft) = 445.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 1.460 5.15 0.00 0.0 7.46 0.00 0.0 0.00 0.0 0.00 6.000 1.45 0.00 0.0 2.19 0.00 0.0 0.00 0.0 0.00 7.493 5.17 0.00 0.0 7.76 0.00 0.0 0.00 0.0 0.00 12.000 3.33 0.00 0.0 5.01 0.00 0.0 0.00 0.0 0.00 13.525 5.05 0.00 0.0 7.57 0.00 0.0 0.00 0.0 0.00 18.000 2.81 0.00 0.0 4.25 0.00 0.0 0.00 0.0 0.00 19.557 4.91 0.00 0.0 7.37 0.00 0.0 0.00 0.0 0.00 24.000 1.57 0.00 0.0 2.35 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.023 0.000 --- NonR 0.000 6.000 0.000 0.000 0.000 2 0.000 0.015 0.060 --- NonR 0.000 6.000 0.000 0.000 0.000 3 6.000 0.023 0.000 --- NonR 0.000 12.000 0.000 0.000 0.000 4 6.000 0.015 0.060 --- NonR 0.000 12.000 0.000 0.000 0.000 5 12.000 0.023 0.000 --- NonR 0.000 18.000 0.000 0.000 0.000 6 12.000 0.015 0.060 --- NonR 0.000 18.000 0.000 0.000 0.000 7 18.000 0.023 0.000 --- NonR 0.000 24.000 0.000 0.000 0.000 8 18.000 0.015 0.060 --- NonR 0.000 24.000 0.000 0.000 0.000 9 24.000 0.004 0.000 --- NonR 0.000 24.796 0.000 0.000 0.000 10 24.000 0.002 0.009 --- NonR 0.000 24.796 0.000 0.000 0.000 11 0.000 0.000 0.000 --- NonR 0.000 1.460 0.007 0.000 0.000 12 0.000 0.000 0.000 --- NonR 0.000 1.460 0.004 0.017 0.000 13 1.461 0.000 0.000 --- NonR 0.000 7.492 0.023 0.000 0.000 14 1.461 0.000 0.000 --- NonR 0.000 7.492 0.015 0.059 0.000 Gravity Beam Design 9 1 V RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Load Dist DL LL Red% Type 15 7.493 0.000 0.000 --- NonR 13.524 0.023 0.000 16 7.493 0.000 0.000 --- NonR 13.524 0.015 0.059 17 13.525 0.000 0.000 --- NonR 19.556 0.023 0.000 18 13.525 0.000 0.000 --- NonR 19.556 0.015 0.059 19 19.557 0.000 0.000 --- NonR 24.796 0.020 0.000 20 19.557 0.000 0.000 --- NonR 24.796 0.013 0.051 21 0.000 0.048 0.000 --- NonR 24.796 0.048 0.000 SHEAR: Max Va (DL+LL) = 40.11 kips Vn/1.50=144.20 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft DL+LL 259.4 13.5 DL+LL 259.4 13.5 Page 54/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASD PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb n Mn / 92 ft kip-ft 0.0 1.00 1.67 264.77 0.0 1.00 1.67 264.77 Left Right 16.47 15.05 23.63 21.74 40.11 36.79 at 12.40 ft = -0.410 L/D = 725 at 12.40 ft = -0.594 L/D = 501 at 12.40 ft = -1.005 L/D = 296 F'i'l RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 55/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 245 SPAN INFORMATION (ft): I -End (131.25,145.97) J-End (136.24,138.49) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 8.99 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation 78.7 deg 78.7 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 25.49 Y bar(in) = 8.47 Mnf (kip-ft) = 81.12 Mn (kip-ft) = 56.08 C (kips) = 34.46 PNA (in) = 5.97 Ieff (in4) = 79.69 Itr (in4) = 125.74 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 8 Partial = 6 Actual = 6 Number of Stud Rows = 1 Percent of Full Composite Action = 26.51 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.118 0.118 0.000 --- NonR 0.000 0.000 8.990 0.118 0.118 0.000 0.000 0.000 2 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 8.990 0.075 0.015 0.300 0.000 0.060 3 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 7.793 0.118 0.118 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 7.793 0.075 0.015 0.300 0.000 0.060 5 7.794 0.118 0.118 0.000 --- NonR 0.000 0.000 8.990 0.000 0.000 0.000 0.000 0.000 6 7.794 0.075 0.015 0.300 --- NonR 0.000 0.060 8.990 0.000 0.000 0.000 0.000 0.000 7 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000 8.990 0.010 0.010 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 3.64 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb fl Mn / 92 kip-ft ft ft kip-ft Center PreCmp+ DL+LL 3.2 4.7 0.0 1.00 1.67 21.87 Init DL DL 2.2 4.7 --- --- Max + DL+LL 7.9 4.7 --- --- 1.67 33.58 Controlling DL+LL 7.9 4.7 --- --- 1.67 33.58 III RAM Steel 14.06.02.00 RAM I DataBase: FFC-ADDN Building Code: IBC REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Page 56/90 07/21/15 17:11: l' Steel Code: AISC 360-10 ASD Left Right 1.24 1.45 1.24 1.45 1.86 2.19 3.10 3.64 at 4.54 ft = -0.036 L/D = 3018 at 4.54 ft = -0.030 L/D = 3622 at 4.54 ft = -0.036 L/D = 3019 at 4.54 ft = -0.071 L/D = 1509 Fil _ Gravity Beam Design RAM Steel 14.06.02.00 Page 57/90 RAM DataBase: FFC-ADDN 07/21/15 17:11:17 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 246 SPAN INFORMATION (ft): I -End (131.25,156.78) J-End (141.23,141.82) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 17.98 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation 78.7 deg 78.7 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 50.97 Y bar(in) = 10.95 Mnf (kip-ft) = 121.75 Mn (kip-ft) = 92.16 C (kips) = 68.92 PNA (in) = 8.56 Ieff (in4) = 161.55 Itr (in4) = 226.47 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 17 Partial = 9 Actual = 9 Number of Stud Rows = 1 Percent of Full Composite Action = 36.17 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.024 0.024 0.000 --- NonR 0.000 0.000 4.127 0.118 0.118 0.000 0.000 0.000 2 0.000 0.015 0.003 0.062 --- NonR 0.000 0.012 4.127 0.075 0.015 0.300 0.000 0.060 3 4.128 0.118 0.118 0.000 --- NonR 0.000 0.000 17.980 0.118 0.118 0.000 0.000 0.000 4 4.128 0.075 0.015 0.300 --- NonR 0.000 0.060 17.980 0.075 0.015 0.300 0.000 0.060 5 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 7.793 0.118 0.118 0.000 0.000 0.000 6 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 7.793 0.075 0.015 0.300 0.000 0.060 7 7.794 0.118 0.118 0.000 --- NonR 0.000 0.000 16.783 0.118 0.118 0.000 0.000 0.000 8 7.794 0.075 0.015 0.300 --- NonR 0.000 0.060 16.783 0.075 0.015 0.300 0.000 0.060 9 16.784 0.118 0.118 0.000 --- NonR 0.000 0.000 17.980 0.000 0.000 0.000 0.000 0.000 10 16.784 0.075 0.015 0.300 --- NonR 0.000 0.060 17.980 0.000 0.000 0.000 0.000 0.000 11 0.000 0.012 0.012 0.000 --- NonR 0.000 0.000 17.980 0.012 0.012 0.000 0.000 0.000 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design SHEAR: Max Va (DL+LL) = 8.34 kips Vn/1.50 = 37.51 kips MOMENTS: Span Cond LoadCombo Ma @ kip-ft ft Center PreCmp+ DL+LL 14.9 9.3 Init DL DL 10.4 9.3 Max + DL+LL 37.3 9.3 Controlling DL+LL 37.3 9.3 REACTIONS (kips): Left Right Initial reaction 2.64 3.33 DL reaction 2.64 3.33 Max +LL reaction 3.94 5.01 Max +total reaction 6.57 8.34 DEFLECTIONS: Initial load (in) at 9.08 ft = -0.383 Live load (in) at 9.08 ft = -0.275 Post Comp load (in) at 9.08 ft = -0.330 Net Total load (in) at 9.08 ft = -0.713 Page 58/90 07/21/15 17:11 Y, Steel Code: AISC 360-10 ASL Lb Cb 922 Mn / n ft kip-ft 0.0 1.00 1.67 31.21 --- --- 1.67 55.19 --- --- 1.67 55.19 L/D = 563 L/D = 785 L/D = 654 L/D = 303 im Um RAM Steel 14.06.02.00 DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 59/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 247 SPAN INFORMATION (ft): I -End (131.25,157.67) J-End (151.88,157.67) Beam Size (Optimum) = W 14X22 Fy = 50.0 ksi Total Beam Length (ft) = 20.63 Mp (kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 6.618 2.53 0.00 0.0 3.82 0.00 0.0 0.00 0.0 0.00 13.831 1.65 0.00 0.0 2.49 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.038 0.000 --- NonR 0.000 20.625 0.038 0.000 0.000 2 0.000 0.025 0.101 --- NonR 0.000 20.625 0.025 0.101 0.000 3 0.000 0.000 0.000 --- NonR 0.000 0.893 0.017 0.000 0.000 4 0.000 0.000 0.000 --- NonR 0.000 0.893 0.011 0.045 0.000 5 0.893 0.018 0.000 --- NonR 0.000 6.617 0.085 0.000 0.000 6 0.893 0.011 0.045 --- NonR 0.000 6.617 0.054 0.216 0.000 7 6.618 0.000 0.000 --- NonR 0.000 13.831 0.085 0.000 0.000 8 6.618 0.000 0.000 --- NonR 0.000 13.831 0.054 0.216 0.000 9 13.831 0.000 0.000 --- NonR 0.000 20.625 0.080 0.000 0.000 10 13.831 0.000 0.000 --- NonR 0.000 20.625 0.051 0.204 0.000 11 0.000 0.022 0.000 --- NonR 0.000 20.625 0.022 0.000 0.000 SHEAR: Max Va (DL+LL) = 9.29 kips Vn/1.50 = 63.02 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 92 Mn / 52 kip-ft ft ft kip-ft Center Max + DL+LL 54.9 8.5 0.0 1.00 1.67 82.83 Controlling DL+LL 54.9 8.5 0.0 1.00 1.67 82.83 REACTIONS (kips): Left Right DL reaction 3.81 3.58 Max +LL reaction 5.48 5.14 F r� il RAM Steel 14.06.02.00 RAM I DataBase: FFC-ADDN Building Code: IBC Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Page 60/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASD Left Right 9.29 8.72 at 10.21 ft = -0.301 L/D = 822 at 10.21 ft = -0.436 L/D = 567 at 10.21 ft = -0.737 L/D = 336 IW Gravity Beam Design il RAM Steel 14.06.02.00 Page 61/90 RAM DataBase: FFC-ADDN 07/21/15 17:11:17 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 248 SPAN INFORMATION (ft): I -End (132.46,135.97) J-End (149.73,115.12) Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 27.08 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation 84.6 deg 84.6 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 72.00 Y bar(in) = 15.13 Mnf (kip-ft) = 342.98 Mn (kip-ft) = 266.16 C (kips) = 103.38 PNA (in) = 11.99 Ieff (in4) = 625.71 Itr (in4) = 912.97 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 52 Partial = 13 Actual = 13 Number of Stud Rows = 1 Percent of Full Composite Action = 27.95 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.185 0.118 0.118 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.185 0.075 0.015 0.300 0.000 0.060 3 1.186 0.118 0.118 0.000 --- NonR 0.000 0.000 27.075 0.118 0.118 0.000 0.000 0.000 4 1.186 0.075 0.015 0.300 --- NonR 0.000 0.060 27.075 0.075 0.015 0.300 0.000 0.060 5 0.000 0.034 0.034 0.000 --- NonR 0.000 0.000 4.776 0.118 0.118 0.000 0.000 0.000 6 0.000 0.021 0.004 0.086 --- NonR 0.000 0.017 4.776 0.075 0.015 0.300 0.000 0.060 7 4.777 0.118 0.118 0.000 --- NonR 0.000 0.000 26.511 0.118 0.118 0.000 0.000 0.000 8 4.777 0.075 0.015 0.300 --- NonR 0.000 0.060 26.511 0.075 0.015 0.300 0.000 0.060 9 26.512 0.117 0.117 0.000 --- NonR 0.000 0.000 27.075 0.000 0.000 0.000 0.000 0.000 10 26.512 0.075 0.015 0.300 --- NonR 0.000 0.060 27.075 0.000 0.000 0.000 0.000 0.000 11 0.000 0.026 0.026 0.000 --- NonR 0.000 0.000 27.075 0.026 0.026 0.000 0.000 0.000 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design SHEAR: Max Va (DL+LL) =13.50 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ kip-ft ft Center PreCmp+ DL+LL 37.4 13.6 Init DL DL 26.5 13.6 Max + DL+LL 92.0 13.6 Controlling DL+LL 92.0 13.6 REACTIONS (kips): Left Right Initial reaction 5.15 5.50 DL reaction 5.15 5.50 Max +LL reaction 7.46 8.01 Max +total reaction 12.61 13.50 DEFLECTIONS: Initial load (in) at 13.54 ft = -0.400 Live load (in) at 13.54 ft = -0.396 Post Comp load (in) at 13.54 ft = -0.475 Net Total load (in) at 13.54 ft = -0.875 Page 62/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASL Lb Cb S2 Mn / 52 ft kip-ft 0.0 1.00 1.67 110.28 --- --- 1.67 159.38 --- --- 1.67 159.38 L/D = 811 L/D = 821 L/D = 684 L/D = 371 Gravity Beam Design RAM Steel 14.06.02.00 Page 63/90 RAM DataBase: FFC-ADDN 07/21/15 17:11:17 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 249 SPAN INFORMATION (ft): I -End (137.48,139.32) J-End (154.36,118.94) Beam Size (Optimum) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 26.45 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation 84.6 deg 84.6 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 72.00 Y bar(in) = 13.02 Mnf (kip-ft) = 162.65 Mn (kip-ft) = 149.08 C (kips) = 155.07 PNA (in) = 11.77 Ieff (in4) = 320.47 Itr (in4) = 357.15 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 26 Partial = 18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 74.51 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.185 0.118 0.118 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.185 0.075 0.015 0.300 0.000 0.060 3 1.186 0.118 0.118 0.000 --- NonR 0.000 0.000 26.454 0.118 0.118 0.000 0.000 0.000 4 1.186 0.075 0.015 0.300 --- NonR 0.000 0.060 26.454 0.075 0.015 0.300 0.000 0.060 5 0.000 0.118 0.118 0.000 --- NonR 0.000 0.000 25.890 0.118 0.118 0.000 0.000 0.000 6 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 25.890 0.075 0.015 0.300 0.000 0.060 7 25.891 0.117 0.117 0.000 --- NonR 0.000 0.000 26.454 0.000 0.000 0.000 0.000 0.000 8 25.891 0.075 0.015 0.300 --- NonR 0.000 0.060 26.454 0.000 0.000 0.000 0.000 0.000 9 0.000 0.014 0.014 0.000 --- NonR 0.000 0.000 26.454 0.014 0.014 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =13.08 kips Vn/1.67 = 42.75 kips MOMENTS: Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 64/90 07/21/15 17:11:1" Steel Code: AISC 360-10 ASD Ma @ Lb Cb 922 Mn / 92 kip-ft ft ft kip-ft 34.9 13.2 0.0 1.00 1.67 43.41 24.4 13.2 --- --- 87.4 13.2 --- --- 1.67 89.27 87.4 13.2 --- --- 1.67 89.27 Left Right 5.17 5.23 5.17 5.23 7.76 7.85 12.93 13.08 13.23 ft = -1.198 L/D = 265 13.23 ft = -0.711 L/D = 447 13.23 ft = -0.853 L/D = 372 13.23 ft = -1.301 L/D = 244 Fil RAM RAM Steel 14.06.02.00 DataBase: FFC-ADDN Building Code: IBC Gravity Beam DesignPage 65/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 250 SPAN INFORMATION (ft): I -End (137.87,157.67) J-End (146.22,145.15) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 15.05 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation 78.7 deg 78.7 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 45.15 Y bar(in) = 9.28 Mnf (kip-ft) = 90.06 Mn (kip-ft) = 63.65 C (kips) = 51.69 PNA (in) = 6.99 Ieff (in4) = 97.58 Itr (in4) = 143.80 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 14 Partial = 7 Actual = 7 Number of Stud Rows = 1 Percent of Full Composite Action = 33.61 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 5.201 0.118 0.118 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 5.201 0.075 0.015 0.300 0.000 0.060 3 5.202 0.118 0.118 0.000 --- NonR 0.000 0.000 15.049 0.118 0.118 0.000 0.000 0.000 4 5.202 0.075 0.015 0.300 --- NonR 0.000 0.060 15.049 0.075 0.015 0.300 0.000 0.060 5 0.000 0.118 0.118 0.000 --- NonR 0.000 0.000 13.852 0.118 0.118 0.000 0.000 0.000 6 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 13.852 0.075 0.015 0.300 0.000 0.060 7 13.853 0.118 0.118 0.000 --- NonR 0.000 0.000 15.049 0.000 0.000 0.000 0.000 0.000 8 13.853 0.075 0.015 0.300 --- NonR 0.000 0.060 15.049 0.000 0.000 0.000 0.000 0.000 9 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000 15.049 0.010 0.010 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 7.06 kips Vn/1.50 = 26.83 kips MOMENTS: rw� il RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 66/90 07/21/15 17:11:1, Steel Code: AISC 360-10 ASD Ma @ Lb Cb Q Mn / 92 kip-ft ft ft kip-ft 10.7 7.7 0.0 1.00 1.67 21.87 7.5 7.7 --- --- 27.0 7.7 --- --- 1.67 38.11 27.0 7.7 --- --- 1.67 38.11 Left Right 2.53 2.81 2.53 2.81 3.82 4.25 6.35 7.06 7.60 ft = -0.340 L/D = 532 7.60 ft = -0.233 L/D = 775 7.60 ft = -0.280 L/D = 646 7.60 ft = -0.619 L/D = 292 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Floor Type: 2nd flr Beam Number = 251 Page 67/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD SPAN INFORMATION (ft): I -End (142.50,142.67) J-End (158.98,122.77) Beam Size (Optimum) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 25.83 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) _ Mnf (kip-ft) _ C (kips) _ Ieff (in4) _ Stud length (in) _ Stud Capacity (kips) Qn = # of studs: Max = 25 Number of Stud Rows = 1 LINE LOADS (k/ft): Load Dist 1 0.000 1.185 2 0.000 1.185 3 1.186 25.832 4 1.186 25.832 5 0.000 25.269 6 0.000 25.269 7 25.269 25.832 8 25.269 25.832 9 0.000 25.832 Left Right COMPOSITE COMPOSITE 2.00 2.00 145.00 145.00 3.00 - 3.00 84.6 deg 84.6 deg VERCO W2 Formlok VERCO W2 Formlok 72.00 Y bar(in) = 13.02 162.65 Mn (kip-ft) = 144.27 137.84 PNA (in) = 11.72 307.21 Itr (in4) = 357.15 3.50 Stud diam (in) = 0.75 17.2 Rg = 1.00 Rp = 0.60 Partial = 16 Actual = 16 Percent of Full Composite Action = 66.21 DL CDL LL Red% Type PartL CLL 0.000 0.000 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 0.075 0.015 0.300 0.000 0.060 0.118 0.118 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.075 0.015 0.300 0.000 0.060 0.118 0.118 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.075 0.015 0.300 0.000 0.060 0.117 0.117 0.000 --- NonR 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.000 0.000 0.000 0.000 0.000 0.014 0.014 0.000 --- NonR 0.000 0.000 0.014 0.014 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =12.77 kips Vn/1.67 = 42.75 kips MOMENTS: FiIRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 68/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASL Ma @ Lb Cb 92 Mn / 92 kip-ft ft ft kip-ft 33.3 12.9 0.0 1.00 1.67 43.41 23.3 12.9 --- --- 83.3 12.9 --- --- 1.67 86.39 83.3 12.9 --- --- 1.67 86.39 Left Right 5.05 5.11 5.05 5.11 7.57 7.66 12.62 12.77 12.92 ft = -1.090 L/D = 285 12.92 ft = -0.674 L/D = 460 12.92 ft = -0.809 L/D = 383 12.92 ft = -1.149 L/D = 270 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Floor Type: 2nd flr Beam Number = 252 Page 69/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD SPAN INFORMATION (ft): I -End (145.08,157.67) J-End (151.21,148.48) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 11.05 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) _ Mnf (kip-ft) _ C (kips) _ Ieff (in4) _ Stud length (in) _ Stud Capacity (kips) Qn = # of studs: Max = 10 Number of Stud Rows = 1 LINE LOADS (k/ft): Load Dist 1 0.000 4.898 2 0.000 4.898 3 4.899 11.045 4 4.899 11.045 5 0.000 9.848 6 0.000 9.848 7 9.849 11.045 8 9.849 11.045 9 0.000 11.045 Fy = 50.0 ksi Left Right COMPOSITE COMPOSITE 2.00 2.00 145.00 145.00 3.00 3.00 78.7 deg 78.7 deg VERCO W2 Formlok VERCO W2 Formlok 33.14 Y bar(in) = 8.87 87.19 Mn (kip-ft) = 63.30 51.69 PNA (in) = 6.99 92.04 Itr (in4) = 134.43 3.50 Stud diam (in) = 0.75 17.2 Rg = 1.00 Rp = 0.60 Partial = 7 Actual = 7 Percent of Full Composite Action = 34.26 DL CDL LL Red% Type PartL CLL 0.000 0.000 0.000 --- NonR 0.000 0.000 0.111 0.111 0.000 0.000 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 0.071 0.014 0.283 0.000 0.057 0.111 0.111 0.000 --- NonR 0.000 0.000 0.018 0.018 0.000 0.000 0.000 0.071 0.014 0.283 --- NonR 0.000 0.057 0.011 0.002 0.046 0.000 0.009 0.118 0.118 0.000 --- NonR 0.000 0.000 0.118 0.118 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.075 0.015 0.300 0.000 0.060 0.118 0.118 0.000 --- NonR 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 0.000 0.000 0.000 0.000 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000 0.010 0.010 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 4.14 kips Vn/1.50 = 26.83 kips MOMENTS: F 41� il RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 70/90 07/21/15 17:11:1, Steel Code: AISC 360-10 ASD Ma @ Lb Cb 92 Mn / 92 kip-ft ft ft kip-ft 5.0 5.5 0.0 1.00 1.67 21.87 3.5 5.5 --- --- 12.5 5.5 --- --- 1.67 37.90 12.5 5.5 --- --- 1.67 37.90 Left Right 1.65 1.57 1.65 1.57 2.49 2.35 4.14 3.91 5.52 ft = -0.085 L/D = 1566 5.52 ft = -0.061 L/D = 2168 5.52 ft = -0.073 L/D = 1806 5.52 ft = -0.158 L/D = 839 ilRAM RAM Steel 14.06.02.00 DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 71/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 253 SPAN INFORMATION (ft): I -End (147.52,146.02) J-End (163.60,126.60) Beam Size (Optimum) = W 12X 14 Fy = 50.0 ksi Total Beam Length (ft) = 25.21 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label COMPOSITE COMPOSITE Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 3.00 3.00 Decking Orientation 84.6 deg 84.6 deg Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 71.71 Y bar(in) = 13.02 Mnf (kip-ft) = 162.61 Mn (kip-ft) = 139.26 C (kips) = 120.61 PNA (in) = 11.68 Ieff (in4) = 292.90 Itr (in4) = 356.90 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 25 Partial = 15 Actual = 15 Number of Stud Rows = 1 Percent of Full Composite Action = 56.19 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.029 0.102 0.102 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 1.029 0.065 0.013 0.261 0.000 0.052 3 1.030 0.102 0.102 0.000 --- NonR 0.000 0.000 25.211 0.146 0.146 0.000 0.000 0.000 4 1.030 0.065 0.013 0.261 --- NonR 0.000 0.052 25.211 0.093 0.019 0.373 0.000 0.075 5 0.000 0.118 0.118 0.000 --- NonR 0.000 0.000 24.647 0.118 0.118 0.000 0.000 0.000 6 0.000 0.075 0.015 0.300 --- NonR 0.000 0.060 24.647 0.075 0.015 0.300 0.000 0.060 7 24.648 0.117 0.117 0.000 --- NonR 0.000 0.000 25.211 0.000 0.000 0.000 0.000 0.000 8 24.648 0.075 0.015 0.300 --- NonR 0.000 0.060 25.211 0.000 0.000 0.000 0.000 0.000 9 0.000 0.014 0.014 0.000 --- NonR 0.000 0.000 25.211 0.014 0.014 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) =13.17 kips Vn/1.67 = 42.75 kips MOMENTS: 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 72/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASD Ma @ Lb Cb 92 Mn / 92 kip-ft ft ft kip-ft 32.5 12.8 0.0 1.00 1.67 43.41 22.7 12.8 --- --- 81.3 12.8 --- --- 1.67 83.39 81.3 12.8 --- --- 1.67 83.39 Left Right 4.91 5.26 4.91 5.26 7.37 7.91 12.28 13.17 12.61 ft = -1.011 L/D = 299 12.61 ft = -0.657 L/D = 460 12.61 ft = -0.789 L/D = 384 12.61 ft = -1.050 L/D = 288 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 257 Page 73/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD SPAN INFORMATION (ft): I -End (151.88,148.93) J-End (169.40,131.40) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 24.78 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) _ Mnf (kip-ft) _ C (kips) _ Ieff (in4) _ Stud length (in) _ Stud Capacity (kips) Qn = # of studs: Full = 23 Number of Stud Rows = 1 LINE LOADS (k/ft): Load Dist 1 0.000 0.417 2 0.000 0.417 3 0.418 24.780 4 0.418 24.780 5 0.000 24.076 6 0.000 24.076 7 24.076 24.780 8 24.076 24.780 9 0.000 24.780 Left Right --- COMPOSITE 0.00 2.00 0.00 145.00 0.00 3.00 perpendicular perpendicular Noncomposite VERCO W2 Formlok 36.07 Y bar(in) = 10.40 117.60 Mn (kip-ft) = 97.29 86.15 PNA (in) = 9.47 162.80 Itr (in4) = 210.04 3.50 Stud diam (in) = 0.75 17.2 Rg = 1.00 Rp = 0.60 Partial = 12 Actual = 12 Percent of Full Composite Action = 48.67 DL CDL LL Red% Type PartL CLL 0.000 0.000 0.000 --- NonR 0.000 0.000 0.038 0.038 0.000 0.000 0.000 0.000 0.000 0.000 --- NonR 0.000 0.000 0.025 0.005 0.101 0.000 0.020 0.038 0.038 0.000 --- NonR 0.000 0.000 0.038 0.038 0.000 0.000 0.000 0.025 0.005 0.101 --- NonR 0.000 0.020 0.025 0.005 0.101 0.000 0.020 0.103 0.103 0.000 --- NonR 0.000 0.000 0.147 0.147 0.000 0.000 0.000 0.065 0.013 0.262 --- NonR 0.000 0.052 0.094 0.019 0.375 0.000 0.075 0.147 0.147 0.000 --- NonR 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.094 0.019 0.375 --- NonR 0.000 0.075 0.000 0.000 0.000 0.000 0.000 0.012 0.012 0.000 --- NonR 0.000 0.000 0.012 0.012 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 8.88 kips Vn/1.50 = 37.51 kips MOMENTS: FiIRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Span Cond LoadCombo Center PreCmp+ DL+LL Init DL DL Max + DL+LL Controlling DL+LL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravity Beam Design Page 74/90 07/21/15 17:11:1" Steel Code: AISC 360-10 ASL Ma @ Lb Cb n Mn / 92 kip-ft ft ft kip-ft 21.6 12.7 0.0 1.00 1.67 31.21 15.1 12.7 --- --- 53.9 12.7 --- --- 1.67 58.26 53.9 12.7 --- --- 1.67 58.26 Left Right 3.31 3.55 3.31 3.55 4.95 5.32 8.27 8.88 12.51 ft = -1.071 L/D = 278 12.51 ft = -0.756 L/D = 393 12.51 ft = -0.907 L/D = 328 12.51 ft = -1.228 L/D = 242 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Floor Type: 2nd flr Beam Number = 258 SPAN INFORMATION (ft): I -End (151.88,148.93) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 8.74 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% 1 0.000 0.000 0.000 --- 0.220 0.013 0.000 2 0.000 0.000 0.000 --- 0.220 0.008 0.033 3 0.221 0.013 0.000 --- 8.745 0.080 0.000 4 0.221 0.008 0.033 --- 8.745 0.051 0.204 5 0.000 0.000 0.000 --- 0.417 0.038 0.000 6 0.000 0.000 0.000 --- 0.417 0.025 0.101 7 0.418 0.038 0.000 --- 8.745 0.038 0.000 8 0.418 0.025 0.101 --- 8.745 0.025 0.101 9 0.000 0.010 0.000 --- 8.745 0.010 0.000 Page 75/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD J-End (151.88,157.67) Fy = 50.0 ksi Type PartL NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 SHEAR: Max Va (DL+LL) =1.81 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ Mn / SZ kip-ft ft ft kip-ft Center Max + DL+LL 3.5 4.6 0.0 1.00 1.67 21.87 Controlling DL+LL 3.5 4.7 0.0 1.00 1.67 21.87 REACTIONS (kips): Left Right DL reaction 0.55 0.73 Max +LL reaction 0.80 1.08 Max +total reaction 1.35 1.81 DEFLECTIONS: Dead load (in) at 4.42 ft = -0.022 L/D = 4807 Live load (in) at 4.46 ft = -0.032 L/D = 3284 Net Total load (in) at 4.46 ft = -0.054 L/D = 1951 FW� igi RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 76/90 07/21/15 17:11:1" Steel Code: AISC 360-10 ASI; Floor Type: 2nd flr Beam Number = 261 SPAN INFORMATION (ft): I -End (135.87,103.64) J-End (138.48,100.49) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 4.09 Cantilever on right (ft) = 4.09 Mp (kip-ft) = 36.96 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 4.092 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 4.092 0.41 0.00 0.0 0.60 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 0.564 0.114 0.000 2 0.000 0.000 0.000 --- NonR 0.564 0.075 0.300 3 0.564 0.114 0.000 --- NonR 4.091 0.114 0.000 4 0.564 0.075 0.300 --- NonR 4.091 0.075 0.300 5 0.000 0.100 0.000 --- NonR 4.091 0.000 0.000 6 0.000 0.066 0.264 --- NonR 4.091 0.000 0.000 7 0.000 0.010 0.000 --- NonR 4.091 0.010 0.000 SHEAR: Max Va (DL+LL) = 4.32 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Right cantilever: Dead load (in) Pos Live load (in) Pos Total load (in) DL+LL DL+LL kip-ft ft -11.6 0.0 -11.6 0.0 Left Right 1.73 --- 2.58 --- 4.32 --- PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = -0.044 L/D = 2208 = -0.065 L/D = 1515 = -0.109 L/D = 899 Lb Cb n Mn / 52 ft kip-ft 4.1 1.00 1.67 20.42 4.1 1.00 1.67 20.42 �.. il RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 77/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 267 SPAN INFORMATION (ft): I -End (163.60,126.60) J-End (164.05,126.05) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 0.71 Cantilever on right (ft) = 0.71 Mp (kip-ft) = 36.96 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 0.708 0.28 0.00 0.0 0.38 0.00 0.0 0.00 0.0 0.00 0.708 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.114 0.000 --- NonR 0.707 0.257 0.000 2 0.000 0.075 0.300 --- NonR 0.707 0.169 0.677 3 0.000 0.010 0.000 --- NonR 0.707 0.010 0.000 SHEAR: Max Va (DL+LL) =1.76 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Right cantilever: Dead load (in) kip-ft DL+LL -1.1 DL+LL -1.1 Left 0.72 1.03 1.76 _ -0.000 ft 0.0 0.0 Right PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 92 Mn / K2 ft kip-ft 0.7 1.00 1.67 21.87 0.7 1.00 1.67 21.87 Fil RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 78/90 07/21/15 17:11:1' Steel Code: AISC 360-10 ASL Floor Type: 2nd flr Beam Number = 268 SPAN INFORMATION (ft): I -End (131.25,99.81) J-End (138.48,100.49) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 7.26 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 0.879 0.064 0.000 2 0.000 0.000 0.000 --- NonR 0.879 0.042 0.169 3 0.880 0.064 0.000 --- NonR 7.262 0.000 0.000 4 0.880 0.042 0.169 --- NonR 7.262 0.000 0.000 5 0.000 0.038 0.000 --- NonR 7.262 0.038 0.000 6 0.000 0.025 0.101 --- NonR 7.262 0.025 0.101 7 0.000 0.010 0.000 --- NonR 7.262 0.010 0.000 SHEAR: Max Va (DL+LL) =1.26 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft DL+LL 2.2 3.4 DL+LL 2.2 3.4 Fy = 50.0 ksi PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb a Mn / 52 ft kip-ft 0.0 1.00 1.67 21.87 0.0 1.00 1.67 21.87 Left Right 0.51 0.41 0.75 0.60 1.26 1.01 at 3.56 ft = -0.009 L/D = 9365 at 3.56 ft = -0.014 L/D = 6384 at 3.56 ft = -0.023 L/D = 3796 Fil RAM Steel 14.06.02.00 RAM I DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 79/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 269 SPAN INFORMATION (ft): I -End (138.48,100.49) J-End (142.74,104.75) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 6.03 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.038 0.000 --- NonR 6.026 0.038 0.000 2 0.000 0.025 0.101 --- NonR 6.026 0.025 0.101 3 0.000 0.010 0.000 --- NonR 6.026 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.53 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond. LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft DL+LL 0.8 3.0 DL+LL 0.8 3.0 PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 91 Mn / KI ft kip-ft 6.0 1.14 1.67 19.87 6.0 1.14 1.67 19.87 Left Right 0.22 0.22 0.30 0.30 0.53 0.53 at 3.01 ft = -0.002 L/D = 29573 at 3.01 ft = -0.003 L/D = 21585 at 3.01 ft = -0.006 L/D = 12478 il RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 80/90 07/21/15 17:11:1' Steel Code: AISC 360-10 ASL Floor Type: 2nd fir Beam Number = 270 SPAN INFORMATION (ft): I -End (142.74,104.75) J-End (147.00,109.01) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 6.03 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.038 0.000 --- NonR. 6.026 0.038 0.000 2 0.000 0.025 0.101 --- NonR 6.026 0.025 0.101 3 0.000 0.010 0.000 --- NonR 6.026 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.53 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft DL+LL 0.8 3.0 DL+LL 0.8 3.0 PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 92 Mn / n ft kip-ft 6.0 1.14 1.67 19.87. 6.0 1.14 1.67 19.87 Left Right 0.22 0.22 0.30 0.30 0.53 0.53 at 3.01 ft = -0.002 L/D = 29573 at 3.01 ft = -0.003 L/D = 21585 at 3.01 ft = -0.006 L/D = 12478 RAM Gravity Beam Design RAM Steel 14.06.02.00 DataBase: FFC-ADDN Building Code: IBC Page 81/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 271 SPAN INFORMATION (ft): I -End (147.00,109.01) J-End (151.26,113.27) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 6.03 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.038 0.000 --- NonR 0.000 6.026 0.038 0.000 0.000 2 0.000 0.025 0.101 --- NonR 0.000 6.026 0.025 0.101 0.000 3 0.000 0.010 0.000 --- NonR 0.000 6.026 0.010 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.53 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ Mn / n kip-ft ft ft kip-ft Center Max + DL+LL 0.8 3.0 6.0 1.14 1.67 19.87 Controlling DL+LL 0.8 3.0 6.0 1.14 1.67 19.87 REACTIONS (kips): Left Right DL reaction 0.22 0.22 Max +LL reaction 0.30 0.30 Max +total reaction 0.53 0.53 DEFLECTIONS: Dead load (in) at 3.01 ft = -0.002 L/D = 29573 Live load (in) at 3.01 ft = -0.003 L/D = 21585 Net Total load (in) at 3.01 ft = -0.006 L/D = 12478 Gravity Beam Design RAM Steel 14.06.02.00 UM DataBase: FFC-ADDN Building Code: IBC Page 82/90 07/21/15 17:11: l' Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 272 SPAN INFORMATION (ft): I -End (151.26,113.27) J-End (155.53,117.53) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 6.03 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.038 0.000 --- NonR 6.026 0.038 0.000 2 0.000 0.025 0.101 --- NonR 6.026 0.025 0.101 3 0.000 0.010 0.000 --- NonR 6.026 0.010 0.000 SHEAR: Max Va (DL+LL) = 0.53 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Center Max + DL+LL Controlling DL+LL REACTIONS (kips): r DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft 0.8 3.0 0.8 3.0 PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 92 Mn / 92 ft kip-ft 6.0 1.14 1.67 19.87 6.0 1.14 1.67 19.87 Left Right 0.22 0.22 0.30 0.30 0.53 0.53 at 3.01 ft = -0.002 L/D = 29573 at 3.01 ft = -0.003 L/D = 21585 at 3.01 ft = -0.006 L/D = 12478 Gravity Beam Design RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Page 83/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 273 SPAN INFORMATION (ft): I -End (155.53,117.53) J-End (159.79,121.79) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 6.03 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.038 0.000 --- NonR 0.000 6.026 0.038 0.000 0.000 2 0.000 0.025 0.101 --- NonR 0.000 6.026 0.025 0.101 0.000 3 0.000 0.010 0.000 --- NonR 0.000 6.026 0.010 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.53 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 92 kip-ft ft ft Center Max + DL+LL 0.8 3.0 6.0 1.14 1.67 Controlling DL+LL 0.8 3.0 6.0 1.14 1.67 REACTIONS (kips): Left Right DL reaction 0.22 0.22 Max +LL reaction 0.30 0.30 Max +total reaction 0.53 0.53 DEFLECTIONS: Dead load (in) at 3.01 ft = -0.002 L/D = 29573 Live load (in) at 3.01 ft = -0.003 L/D = 21585 - Net Total load (in) at 3.01 ft = -0.006 L/D = 12478 Mn / 52 kip-ft 19.87 19.87 Fil RAM Steel 14.06.02.00 �M DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 84/90 07/21/15 17:11: F Steel Code: AISC 360-10 ASL Floor Type: 2nd flr Beam Number = 274 SPAN INFORMATION (ft): I -End (159.79,121.79) J-End (164.05,126.05) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 6.03 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.038 0.000 --- NonR 0.000 6.026 0.038 0.000 0.000 2 0.000 0.025 0.101 --- NonR 0.000 6.026 0.025 0.101 0.000 3 0.000 0.010 0.000 --- NonR 0.000 6.026 0.010 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.53 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 92 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft ft DL+LL 0.8 3.0 6.0 DL+LL 0.8 3.0 6.0 1.14 1.67 1.14 1.67 Mn/92 kip-ft 19.87 19.87 11 Left Right 0.22 0.22 0.30 0.30 0.53 0.53 at 3.01 ft = -0.002 L/D = 29573 at 3.01 ft = -0.003 L/D = 21585 at 3.01 ft = -0.006 L/D = 12478 Gravity Beam Design 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Page 85/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 275 SPAN INFORMATION (ft): I -End (164.05,126.05) J-End (169.40,131.40) - Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 7.56 Mp (kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.038 0.000 --- NonR 0.000 7.564 0.038 0.000 0.000 2 0.000 0.025 0.101 --- NonR 0.000 7.564 0.025 0.101 0.000 3 0.000 0.010 0.000 --- NonR 0.000 7.564 0.010 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.66 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 kip-ft ft ft Center Max + DL+LL 1.2 3.8 7.6 1.14 1.67 Controlling DL+LL 1.2 3.8 7.6 1.14 1.67 REACTIONS (kips): Left Right DL reaction 0.28 0.28 Max +LL reaction 0.38 0.38 Max +total reaction 0.66 0.66 DEFLECTIONS: Dead load (in) at 3.78 ft = -0.006 L/D = 14955 Live load (in) at 3.78 ft = -0.008 L/D = 10916 Net Total load (in) at 3.78 ft = -0.014 L/D = 6310 Mn / 92 kip-ft 17.22 17.22 F11RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design, Page 86/90 07/21/15 17:11: l' Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 276 SPAN INFORMATION (ft): I -End (145.11,111.29) J-End (147.00,109.01) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 2.96 Cantilever on right (ft) = 2.96 Mp (kip-ft) = 36.96 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 2.964 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 2.964 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 0.564 0.114 0.000 2 0.000 0.000 0.000 --- NonR 0.564 0.075 0.300 3 0.564 0.114 0.000 --- NonR 2.963 0.114 0.000 4 0.564 0.075 0.300 --- NonR 2.963 0.075 0.300 5 0.000 0.114 0.000 --- NonR 2.963 0.114 0.000 6 0.000 0.075 0.300 --- NonR 2.963 0.075 0.300 7 0.000 0.010 0.000 --- NonR 2.963 0.010 0.000 SHEAR: Max Va (DL+LL) = 3.84 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Right cantilever: Dead load (in) Pos Live load (in) Pos Total load (in) DL+LL DL+LL kip-ft ft -7.4 0.0 -7.4 0.0 Left Right 1.54 --- 2.30 --- 3.84 --- PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = -0.015 L/D = 4847 = -0.021 L/D = 3327 = -0.036 L/D = 1973 Lb Cb 52 Mn / 92 ft kip-ft 3.0 1.00 1.67 21.87 3.0 1.00 1.67 21.87 PRAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 87/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 277 SPAN INFORMATION (ft): I -End (149.73,115.12) J-End (151.26,113.27) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 2.40 Cantilever on right (ft) = 2.40 Mp (kip-ft) = 36.96 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 2.400 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 2.400 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 0.564 0.114 0.000 2 0.000 0.000 0.000 --- NonR 0.564 0.075 0.300 3 0.564 0.114 0.000 --- NonR 2.399 0.114 0.000 4 0.564 0.075 0.300 --- NonR 2.399 0.075 0.300 5 0.000 0.114 0.000 --- NonR 2.399 0.114 0.000 6 0.000 0.075 0.300 --- NonR 2.399 0.075 0.300 7 0.000 0.010 0.000 --- NonR 2.399 0.010 0.000 SHEAR: Max Va (DL+LL) = 3.28 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond. LoadCombo Ma @ Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Right cantilever: Dead load (in) Pos Live load (in) Pos Total load (in) DL+LL DL+LL kip-ft ft -5.3 0.0 -5.3 0.0 Left Right 1.32 --- 1.96 --- 3.28 --- PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = -0.007 L/D = 8161 = -0.010 L/D = 5638 = -0.017 L/D = 3334 Lb Cb n Mn / K2 ft kip-ft 2.4 1.00 1.67 21.87 2.4 1.00 1.67 21.87 0 RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Gravity Beam Design Page 88/90 07/21/15 17:11: l' Steel Code: AISC 360-10 ASL Floor Type: 2nd flr Beam Number = 278 SPAN INFORMATION (ft): I -End (154.36,118.94) J-End (155.53,117.53) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 1.84 Cantilever on right (ft) = 1.84 Mp (kip-ft) = 36.96 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 1.836 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 1.836 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 0.564 0.114 0.000 2 0.000 0.000 0.000 --- NonR 0.564 0.075 0.300 3 0.564 0.114 0.000 --- NonR 1.835 0.114 0.000 4 0.564 0.075 0.300 --- NonR 1.835 0.075 0.300 5 0.000 0.114 0.000 --- NonR 1.835 0.114 0.000 6 0.000 0.075 0.300 --- NonR 1.835 0.075 0.300 7 0.000 0.010 0.000 --- NonR 1.835 0.010 0.000 SHEAR: Max Va (DL+LL) = 2.73 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Right cantilever: Dead load (in) Pos Live load (in) Pos Total load (in) DL+LL DL+LL kip-ft ft -3.6 0.0 -3.6 0.0 Left Right 1.10 --- 1.62 --- 2.73 --- PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = -0.003 L/D = 15569 = -0.004 L/D = 10842 = -0.007 L/D = 6391 Lb Cb 52 f Mn / 92 ft kip-ft 1.8 1.00 1.67 21.87 1.8 1.00 1.67 21.87 Gravity Beam Design RAM Steel 14.06.02.00 UM DataBase: FFC-ADDN Building Code: IBC Page 89/90 07/21/15 17:11:17 Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 279 SPAN INFORMATION (ft): I -End (158.98,122.77) J-End (159.79,121.79) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 1.27 Cantilever on right (ft) = 1.27 Mp (kip-ft) = 36.96 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 1.272 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 1.272 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.000 0.000 --- NonR 0.000 0.564 0.114 0.000 0.000 2 0.000 0.000 0.000 --- NonR 0.000 0.564 0.075 0.300 0.000 3 0.564 0.114 0.000 --- NonR 0.000 1.271 0.114 0.000 0.000 4 0.564 0.075 0.300 --- NonR 0.000 1.271 0.075 0.300 0.000 5 0.000 0.114 0.000 --- NonR 0.000 1.271 0.114 0.000 0.000 6 0.000 0.075 0.300 --- NonR 0.000 1.271 0.075 0.300 0.000 7 0.000 0.010 0.000 --- NonR 0.000 1.271 0.010 0.000 0.000 SHEAR: Max Va (DL+LL) = 2.17 kips Vn/1.50 = 26.83 kips ` MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ kip-ft ft ft Right Max - DL+LL -2.1 0.0 1.3 1.00 1.67 Controlling DL+LL -2.1 0.0 1.3 1.00 1.67 REACTIONS (kips): Left Right DL reaction 0.88 --- Max +LL reaction 1.29 --- Max +total reaction 2.17 --- DEFLECTIONS: Right cantilever: Dead load (in) = -0.001 Pos Live load (in) = -0.001 L/D = 25860 Pos Total load (in) = -0.002 L/D = 15180 Mn / 52 kip-ft 21.87 21.87 F tm PRAM Steel 14.06.02.00 UM DataBase: FFC-ADDN Building Code: IBC Gravitv Beam Design I Page 90/90 07/21/15 17:11: Y Steel Code: AISC 360-10 ASD Floor Type: 2nd flr Beam Number = 280 SPAN INFORMATION (ft): I -End (140.49,107.46) J-End (142.74,104.75) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 3.53 Cantilever on right (ft) = 3.53 Mp (kip-ft) = 36.96 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 3.528 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 3.528 0.22 0.00 0.0 0.30 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 0.564 0.114 0.000 2 0.000 0.000 0.000 --- NonR 0.564 0.075 0.300 3 0.564 0.114 0.000 --- NonR 3.527 0.114 0.000 4 0.564 0.075 0.300 --- NonR 3.527 0.075 0.300 5 0.000 0.114 0.000 --- NonR 3.527 0.114 0.000 6 0.000 0.075 0.300 --- NonR 3.527 0.075 0.300 7 0.000 0.010 0.000 --- NonR 3.527 0.010 0.000 SHEAR: Max Va (DL+LL) = 4.40 kips Vn/1.50 = 26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Right cantilever: Dead load (in) Pos Live load (in) Pos Total load (in) DL+LL DL+LL kip-ft ft -9.8 0.0 -9.8 0.0 Left Right 1.76 --- 2.64 --- 4.40 --- PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = -0.027 L/D = 3127 = -0.040 L/D = 2135 = -0.067 L/D = 1269 Lb Cb SZ Mn / n ft kip-ft 3.5 1.00 1.67 21.28 3.5 1.00 1.67 21.28 Iz Y JJ-- 7 0 NZ[ $ '8t >1Z 1 NZt Net N8 L E� IZI K1 nt �8t i Z NU Mt N8 NU00 co m ry rb T.3 i .DS !, IF 0 OL CINI x CZ� 4 •' L� (LLi t'Lxztm utr/£=a (8L) 9ZX9L"m L=a (Z L) O Lxem ., L=Z) (8 L } ZZXV IAA „bi£=o (17L) ZLXO[m „71£=3 (trl) ZLxOL;VI v Q LO (L L } ZZxZ wv, ce) x N �17/£=3 (17L) ZLXOLAA „b/£so (8 0 9ZX9 Lm 9Zx9 Litt b1£= (a 0 9Zx9 LAI" „tr/£=O (8 L) 9ZX9 [J\[j ui'/£=:) (#L) ZLxOLr�i1 „b/£=3 (86) 9ZX9IM r �� 9ZX9 L/M �� ` t� N� AA All AO N iril RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Column Load Summary 07/21/15 17:11:1 Steel Code: AISC 360-10 ASL UNFACTORED COLUMN LOADS: Units: kips Column Line Y10-Xl Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 1 14.00 11.9 0.3 16.5 0.0 12.2 28.7 Column Line Y10-X2 Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 2 14.00 23.3 0.3 32.1 0.0 23.7 55.8 Column Line Y9-Xl Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 3 14.00 22.9 0.3 31.5 0.0 23.1 54.6 Column Line Y9-X2 Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 4 14.00 44.4 0.3 60.7 0.0 44.7 105.5 Column Line Y8-XI Level Col# Length Dead Self +Li-*Je -Live MinTot MaxTot 2ND FLR 5 14.00 23.5 0.3 32.3 0.0 23.8 56.0 Column Line Y10-X3 Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 6 14.00 23.4 0.3 32.3 0.0 23.8 56.0 Column Line Y8-X2 Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 7 14.00 45.4 0.3 62.2 0.0 45.7 107.9 Column Line Y9-X3 Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 8 14.00 44.6 0.3 61.1 0.0 45.0 106.0 !FJj RAM Steel 14.06.02,00 RAMDataBase: FFC-ADDN Building Code: IBC Column Line Y10-X5 Level Col# 2ND FLR 9 Column Line Y6-X1 Level Col# 2ND FLR 10 Column Line Y6-X2 Level Col# 2ND FLR l l Column Line Y8-X3 Level Col# 2ND FLR 12 Column Line 72.12ft-9.51ft Level Col# 2ND FLR 13 Column Line 72.13ft-44.58ft Level Col# 2ND FLR 14 Column Line 72.12ft-148.94ft Level Col# 2ND FLR 15 Column Line 2-A Level Col# 2ND FLR 16 Column Line 81.64ft-0.00ft Column Load Summar CVI) Page 2/� 07/21/15 17:11:i Steel Code: AISC 360-10 ASL Length Dead Self +Live -Live MinTot MaxTot 14.00 23.7 0.3 32.9 0.0 24.1 57. Length Dead Self +Live -Live MinTot MaxTot 14.00 23.5 0.3 32.2 0.0 23.7 56.1 Length Dead Self +Live -Live MinTot MaxTot 14.00 45.9 0.3 63.1 0.0 46.3 109.- Length Dead Self +Live -Live N linTot MaxTot 14.00 47.1 0.1 64.5 0.0 47.5 112.0 Length Dead Self +Live -Live MinTot MaxTot 14.00 22.1 0.3 30.6 0.0 22.5 5 3. 1 Length Dead Self +Live -Live MinTot MaxTot 14.00 44.5 0.3 61.3 0.0 44.8 106.1 Length Dead Self +Live -Live MinTot MaxTot, 14.00 15.1 0.3 20.7 0.0 15.3 36.0 Length Dead Self +Live -Live MinTot MaxTot 14.00 9.5 0.2 12.9 0.0 9.7 22.5 Column Load Summaryej RAM Steel 14.06.02.00 Page 3/, RANDataBase: FFC-ADDN 07/21/15 17:11: Y Building Code: IBC Steel Code: AISC 360-10 AST Level Col# Length Dead Self +Live -Live MinTot MaxTo1 2ND FLR 17 .1.4.00 3.2 0.2 4.6 0.0 3.3 7.9 Column Line 3-11 Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 18 14.00 9.1 0.2 12.8 0.0 9.3 22.0 Column Line 3-F Level COIN Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 19 14.00 30.9 0.3 42.0 0.0 31.2 73.3 Column Line 3-E Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 20 14.00 32.3 0.3 43.6 0.0 32.6 76.2 Column Line 3-D Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 21 14.00 58.4 0.6 79.5 0.0 59.0 138.5 Column Line 3-C Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 22 14.00 69.1 0.6 95.2 0.0 69.7 164.9 Column Line 3-A Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 23 14.00 23.3 0.6 3 2. 5 0.0 23.9 56.3 Column Line 4-H. Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 24 14.00 0.0 0.6 0.0 0.0 0.6 0.6 Column Line 4-F Level Col# Length Dead Self +Live -Live MinTot MaxTot 2ND FLR 25 14.00 0.0 0.6 0.0 0.0 0.6 0.6 Column Load Summary RAM Steel 14.06.02.00 RAM DataBase: FFC-ADDN Building Code: IBC Column Line 4-E Level Col# Length Dead 2ND FLR 26 14.00 0.0 Column Line 4-D Level Col# Length Dead 2ND FLR 27 14.00 51.6 See Column Loads Report for applied moments. Column Line 4-C Level Col# Length Dead 2ND FLR 28 14.00 63.9 Column Line 4-A Level Col# Length Dead 2ND FLR 29 14.00 24.3 Column Line 151.88ft-148.93ft Level Col# Length Dead 2ND FLR 30 14.00 18.9 Column Line 5-A Level Col# Length Dead 2ND FLR 31 14.00 4.3 Column Line Y1-X6 Level Colo Length Dead 2ND FLR 32 14.00 26.5 See Column Loads Report for applied moments. Page 4/z 07/21/15 17:11:1 Steel Code: AISC 360-10 AS, Self +Live -Live MinTot MaxTot 0.6 0.0 0.0 0.6 0. Self +Live -Live MinTot MaxTot 0.6 70.4 0.0 52.2 122.( Self +Live -Live MinTot MaxTo 0.6 90.5 0.0 64.5 155.0 Self +Live -Live MinTot MaxToi 0.6 34.7 0.0 24.9 59.6 Self +Live -Live MinTot MaxTol 0.6 27.5 0.0 19.6 47.0 Self +Live -Live MinTot MaxTot 0.6 6.2 0.0 5.0 11.2 Self +Live -Live MinTot MaxTot 0.6 36.4 0.0 27.1 63.5 Data Base: FFC-ADDN 07/21 /2015 17:11: 51 Ct yv Ys > ioxm),x/ Y(A� (5) `_' ` . ' k AA 0 �� _._. PROJECT: -_-_ CLIENT: STRuc,rT EN. —(; u vP Rs JOB NO.: DATE: Formulas of Moment Resisting Frame at Bottom Pinned Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W30X116 W Shape Ib = 4930 in' ORIENTATION (x-x, y-y) x-x , (strong axis bending) COLUMN SECTION W27XI02 W Shape 3620 in` ORIENTATION (x-x, y-y) x-x (strong axis bending) BEAM LENGTH BETWEEN COL. CENTERS L = . 40 ft STORY HEIGHT h = 1s ft LOAD W = 3.8 klf HA = Ho = 25.2 kips VA = Vo = 76.0 kips Woe 5T" CASE LOAD P = HA = Ho = 12.5 kips VA = Vp = 9A kips GRAVITY ANALYSIS h = 0.511 I L nn- = r,n- = 378.0 A kips 382.0 ft-kips MB = Mc = 187.5 ft-kips AH = 0.46 in KH = 54.6 kips 1 in (KH is frame stiffness.) wL V A = V,) = 2 = 76.0 kips PAGE: DESIGN BY: B c lb t Ic A D i- - -- L --- �1 N + i Ma Mc i%�max HA /HD 4 � r VA VD F MB Mc Mmax HA /HD VA VD z HA=Hv=4h(3+2n) 252 kips Ala=Mc=--3 ` 2�- 378.0 ft-kips ul `(2n+l) - A9-= $(2#3) 382.0 ft-kips ANALYSIS P Il ,t = Hn = 2 = 12.5 kips E - 29000 ksi Ph VA = VL L, = = 9.4 kips M� � .tdr ' Ph 187.5 ft-kips Ph'(I +2ri) p A„ _ - IarrFR 0.46 in Kit — = 54.6 kips / in Au NW PROJECT: PAGE: S"rRUCTI RAI, EN(:i-.Njm W; CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Seismic Design for Intermediate/Ordinary Moment Resisting Frames Based on 2012 IBC, RISC 341-10 & AISC 356-10 INPUT DATA & DESIGN SUMMARY COLUMN SECTION => W27X102 A d ty,, bf tf Sx 1 rx ry 4 k 30 27.1 0.52 10.00 0.83 267 3620 10.98 2.15 305 1.43 BEAM SECTION => W30X116 A d tw bf 4 Sx Ix rx ry ZX k 34.2 30.0 0.57 10.50 0.85 329 4930 12,01 2.19 378 1.50 STRUCTURAL STEEL YIELD STRESS Fy = 50 ksi THE FACTOR AXIAL LOAD ON THE COLUMN Pu = 27 kips Wu BEAM LENGTH BETWEEN COL. CENTERS L = 33 ft AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 15 ft I THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1 x 13 with 5/16" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 13116 in. ) LYSIS SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-10, Table 122-1) FRAME TYPE R Q0 CJ SMRF 8 3 51/2 -� IMRF 4.5 3 4 OMRF 3.5 3 3 �K BEAM LOCAL BUCKLING LIMITATION (AISC 341-10 Tab. D1.1) bf / (2tf) = 6.18 < 0.3 (Es 1 Fy)Q 5 = T22 [Satisfactory] [ 52 / (Fy)0' for AISC Seismic 97, Tab, 1-9-11 Where Es = 29000 ksi h / t, = 47.79 < 2.45 (Es / Fy)0.5 = 59.00 [Satisfactory] [ 418 / (Fy)0 5 for FEMA Sec. 3.3.1.21 :K COLUMN LOCAL BUCKING LIMITATION (AISC 341-10 Tab. D1.1) bf / (24) = 6.02 < 0.3 (Es t Fy)05 = 7,22 [Satisfactory] [ 52 / (F )0.5 for AISC Seismic 97, Tab, 1-9-11 3.14(Es/Fy)°'(1-1.54Pu/0bP1) = 73.29 , for P14bPy < 0,125 h / t„ = 47.07 < ( 5201(Fy)05(1-1.54Pu4bPy) for AISC Seismic 97, Tab. 1-9-11 (Es/Fy)0' MAX(1.49, 1.12(2.33 - Ca)] = N/A for Pu/r t Py > 0.125 ( MAX[ 191 / (Fy)0S(2.33-P /obPy) , 2531 (Fy)0'] for AISC Seismic 97, Tab. 1-9-1 ] [Satisfactory] Where 4 = 0.9 Py = FA = 1500 kips :K CONTINUITY PLATE REQUIREMENT (AISC 358-10 Sec. 2.4.4) tcf = MIN( bbf / 6, 0.4[1.8bbf tbf (FybRyb) / (F tRyb)] 0.' )= 160 in > actual tcf (The continuity plates required.) tst = tbf for interior connection, or (tbf /2) for exterior connection = 0.85 in,USE 1.00 in bst = 13 in < 1.79 (Es I Fyst )0.5 tst = 50.80 in, (LRFD Sec. K1.9) [Satisfactory] �cPn,st=OcFcfA= 1100.E kips Where (0c = 0.9 hat = do - 2k = 24.24 K = 0.75 K hst / rst < 200 (AISC 360. E2) [Satisfactory] I = t t (2bst + tVx) 3 / 12 = 1562 in nc = 0.030 A = 2bsttst + 25(tWc) a = 34 in2 Fcf = 35.99 ksi rat = (I / A )0"5 = 6,78 in Fyst = 36 kips, plate yield stress Pu,st - Ryb Fyb bib tfb = 490.9 kips < ocPn,st [Satisfactory] The best fillet weld size (RISC 360-10 Sec.J2.2b) w = 5/16 in > wMCd - 0.1875 in < wMAx = 0.4375 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-10 Sec.J2.2b) Lw = 0.6tsfl-nstFy / [(2) � Fw (0.707 w)] _ (1 x 21.2) x 36 / [(2) 0.75 (0.6x70)(0.707x5/16)] = 23.30 in Where Lnet = do - 2(k + 1.5) = 21.2 < 2(l-,et -0.5) [Satisfactory] (Use complete joint penetration groove welds between continuity plates & column flanges.) (confd) PANEL ZONE THICKNESS REQUIREMENT (AISC 341-10 Sec. E2.6e) tRegD = MAX (tt, t2) = 1.26 in ti = Cy Mpr (h - db ) / [0.9 (0.6) Fyc Ryc do (db - tfb) h] = 1.28 in Where Cy = Sb/(Cpr Zb) = 0.76 Cpr = 1.15 (AISC 358-10 Sec. 2.4.3) Ry = 1.1 (AISC 341-10 Tab. A3.1) Sb = 21b / db = 329 in2 lb = IX = 4930 in' Mpr = Nb CprRyFyb Zb = 3985 ft-kips Nb = 2 (if double side connection of beams. input 2) t2=%+wZ)/90= (db -2tst+do-2k)190= 0.58 in o Plug welds j 0 0 to doubler w I r �" 7�L-,t I Since t, c = 0.52 in < tRegD , a doubler plate is k+ 1.5 k+ 1.5 required with thickness of 13/16 in. BEAM TO COLUMN CP FLANGES WELD AT 0.02 RADIANS STORY DRIFT (AISC 341-10 Sec. E2.6) n= 1c h 0,619 a= h on 5.91 ft (6n+1 3 b = hn+1= 0.09 ft A = 0.02h = 720 in 6n+1 IVB, = 3nh A = 6743 ft-kips, (conservative value 2(1+6n) h' 6E +a ( 2 a L at center line of column) 11, !, 21h M f = MAX(tyMB,a�, , 0.81VIp) = 6069 ft-kips, (AISC 341-10 Sec. E3.6b) < Wn _ 0 0.6FE)C4 0.5tfbf(d-tf)2 = 9954 ft-kips, (AISC 360-10 Sec. J2.4) [Satisfactory] Where W = 0.9 , changeable factor for beam moment at column face Mp = 1575 ft-kips Technical References: 1. AISC 341-10, "Seismic Provisions for Structural Steel Buildings". American Institute of Steel Construction, 2010. 2. AISC 360-10: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010. 3. AISC 358-10: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, 201 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. Olkih ,5quee i _.� _._I-._, _...,_-:_.•.,.-..-r--:--r--�_.-!----�--I--r- ;--r i , r----t�-•�---r--!--r- RF*]l_ ' ;- 4 _. - •1 ��`'� ..7 �il-� BEST I 17 -Y` I L _ J 1_ _ L t I _ L _ -1 _ -1- .. L I I I 1 I I I i I i , I ! lJ i. ! _ •K' '. - - -1 - ! 1 I I_ ! f 1 1 ! L _1._. _.I_ ._ L=•-1 .. _+-_L._ J.__.I___L._J_ . t... �.��� __ _ 1-�.. ;..�.!_ - J_";__.1. _ __ _1.__1 _. _. !,-_ �__r ' _ � _ _. _ II_^J,� - _t-,- - ; "- - - -,-- -- ; - -I ' - 1tr-���[,,��,�`f � � � {�1 [� i j }I� iJ....( , �1t� I_ y .. _ ; I-il5i%a- t- - N- - `T-�-. r's- D_ P I�'. . 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A L i S&tc/*tALft-6 av, --.A & - - Im Iletollo,r I ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 9725 THIRD AvE NE, SUITE 207, SEATnE, WA 98115 (206) 525-7560 FAx (206) 522--6698 PROJECT # C PROJECT DATE has{(96�!,�-�'�e� SUBJECT r 4' A Re r.1 a;0' SHEET13 1 OF BY�� u� 3 2 1 0.5 nAasw® m-c rssaarrmmL aroma "L oyr�m I 'Z' `� 4is .ii no=LZ Y i J G F IN ENW ENGINEERS NQRTHWEST, INC., P.S. - STRUCTURALENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT rpt DATE -- SUBJECT :UW' CDTtA SUEET 13 tVF- Y'Alp .... ........ ................... . . . ......... --- ---- ----- --- - --- ------- - . ....... ............. ... -- - ---- - --- - ---- ---- - ----- ----------- --------- -- ........ ....... . ----- ------ - ---- - ---- n.4 r Y� 011 0 0 VEW 0 yew L yvv A o ENWENGINEERs NORTHWEST INC., P.S. — STRUCTURM. ENGINEERS 9725 TH.K9 AVE NE, Sur-. 207, SU,-TLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PRojFc-r # PROJFCT----� - DATF. SUBJECT 1�ijl n�� _. _�^ SHF,FT!� 1-C)Y By.--- /VII14W ENWENGINEERS NORTHWEST, INC.? P.S. - STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATfLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # PROJECT- DATE SUBJECT � 1/• [� ~ �4 ' ° 1 SHEET-W2 OF Date: 7 /17,12015 sur�Era nWlx MenufaGurirg Reaction Report Time:10:20 AM .._.m .-F...,a..M.. Page: I of 28 Reactions - Expanded Report Shape: Bowling Lanes Builder Contact: Don McIntosh Name: Steeleraft Construction Address: P.O. Box 751 City, State Zip: Woodinville, Washington 98072 Country: United States Project: Family Fun Center Builder PO #: 64597 Jobsite: 7300 Fun Center Way City, State Zip: Tukwila, Washington 98108 County, Country: King, United Slates Loads and Codes - Shape: Bowling Lanes City: Tukwila County: King State: Washington Country: United Stales Building Code: 2012 International Building Code Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: i OAISI - ASD 3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):4.00 psf- USR Wind Load Wind Speed: I IO.00 (85.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.935) Parts Wind Exposure Factor: 0.935 Wind Enclosure: Enclosed Topographic Factor: 1,0000 NOT Windborne Debris Region Base Elevation: 010/0 Primary Zone Strip Width: 19/0/0 Parts / Portions Zone Strip Width: 91(VO Basic Wind Pressure: 24.62 psf Snow Load Ground Snow Load: 25.00 psf Flat Roof Snow: 17.50 psf Design Snow (Sloped): 17.50 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) F,xposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Obstructed or Not Slippery Seismic Load Mapped Spectral Response - Ss:156.00 %g Mapped Spectral Response - SI :54.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.3514 Bracing Fundamental Period: 0.2143 Framing R-Factor: 3.5000 Bracing R-Factor:3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor:1.3000 Brace Redundancy Factor 1.3000 Frame Seismic Factor (Cs): 0.2857 x W Brace Seismic Factor (Cs): 0.3077 x W Design Spectral Response - SdL 0.5400 Design Spectral Response - Sds: 1.0000 Load Type Descriptions Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASLA Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USI * Unbalanced Snow Load 1, Shifted Right *US1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFl Partial Load, Full, i Span PHI Partial Load Half, I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half: 2 Spatts S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow -Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W 1> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left W2> Wind Load, Case 2. Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3. Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 61 Left WP Wind Load, Parallel to Ridge WPR Wind Load, J Ridge, Right WPL Wind Load, 1j Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB1 Wind Parallel - Ref B, Case I WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB 1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right File: 15-009523-02 Version: 2015.1 Butler ;Manufacturing, a division of BlueScope Buildings North America, Inc. 5-7 surtl�R Butler Man&ectur-o Reaction Report Date: 7/ 17,12015 Time:10:20 AM _.�..� .�_,,..., .. Page: 2 of 28 Load Type Descriptions Load Type Descriptions <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MTV Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG 4 Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction. Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load. Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(I) Auxiliary Live Load, Right, Right, Aisle I *AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL*(1) Aux Live, Right, .Aisle 1 *AL(1) .Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *.AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL->(3) Auxiliary Live Load. Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL?(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Leff Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Lett, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live; Right, Aisle 5 *.AL(5) Aux Live; Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle t WALB>(1) Wind, Aux Live Bracing Reaction, Right; Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction. Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction. Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind. Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) .Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction: Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load - I U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 US User Defined Load - 5 U6 User Defined Load - 6 U7 Iiser Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 U132 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 7/17/2015 sur,��n Butler Menufucrurirp Reaction Report Time: 10:20 AM Page: 3 of 28 Overall Roildino Descrintion Shape Overall Width Overall Length Floor Area (sq. ft.) Nall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof 1 Pitch I Min. Roof Pitch I Peak I Height Bowling Lanes 101/5/0 121/7/0 12313 10613 12323 23/6/0 23/6/0 0.500:12 0.500:12 25/7/6 0 IM U i i i i i v i 0 i � i �s i j I 1 I 2 5 i I � i t £ i I : 1 L 8L BIL <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building suppliers engineer. File: 15-009523-02 Version: 2015.1 Butler Manufacturing; a division of BlueScope Buildings North America; .Inc. 0 Date: 7 / 17/2015 �LlTLER Buticr Martufauurinp Reaction Report Time:10:20 AM Pabe: 4 of 28 Wall: 1, Frame at: 2/0/4 rlocian ].and C'nmhinntinnc - Framing No. Origin Factor Application Description I Svstem 1.000 1.0 D + 1.0 CC + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG - 1.0 SMS> D+CG+SMS> 4 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CO 1.0 S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1-0D+I.0CG+1.0<S+I.OSll +CG+<S+SD 7 System 1.000 1.0D+1.0CG+1.0US1* D+CG+US1* 8 System 1.000 1.0 D + 1.0 CG + 1.0 *USI D+CG+*US1 9 System 1.000 1.0 D + 1.0 CG + 0.6 Wl> D+CG+WI> 10 System 1.000 1.0D+I.0CG+0.6<W1 D+CG+<Wl 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0 D - 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 I.0D+L0CG+0.6WPR D+CG+WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1,000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall:4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU4-Wl> 21 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 23 System 1.000 0.6D+0.6CU+0.6-_W2 D+CU+<W2 24 System 1.000 0.6 D 1- 0.6 CU + 0.6 WPL D + CU + WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0-45 W l> D + CG + L + W 1> 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 28 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CC. +L+W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0-45 <W 2 D + CG + L + <W2 30 System 1.000 1.0 D + 1.0 CG -' 0.75 L + 0.45 WPL D 4- CG + L + WPL 31 System 1.000 I.0D+LOCO+0.75L+0.45WPR D+CG+L+WPR 32 System IMO 1.0 D + 1.0 CG + 0.75 S F0.45W1> D+CC, +S+WI> 33 System 1.000 1.0 D � 1.0 CG + 0.75 S + 0.45 <W l D + CC + S + <W l 34 System 1.000 1.0 D + 1-0 CG r 0.75 S + 0.45 W2> D + CG + S + W2> 35 System 1.000 1.0 D + 1.0 CG -. 0.75 S + 0,45 <W 2 D + CG + S + <W2 • 36 System 1.000 1.0 D + 1.0 CG - 0.75 S + 0.45 WPL D + CG + S + WPL 37 System 1.000 1.0 D + 1.0 CG 4 0.75 S + 0A5 WPR D+CG+S+WPR 38 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + F.,> + EG+ 39 System 1.000 L0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1,000 0.6D+0.6CU+0.91E>+0.7EG- D+CU+E>+EG- 41 System 1.000 0.6D+0.6CU+0-91<E-0.7EG- D+CU+<E+EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ?I,o /4LiTLER B�tkr Msnutaoturirg Reaction Report Date: 7;1 7.i2015 Time:10:20 AM �.._._... �,._.___.. Page: 5 of28 Wall: 1, Frame at: 2/0/0 Frame ID: Skew Beam Frame Type -.Continuous Beam Jack File: 15-009523-02 Version: )015.1 Butler Manufacturing, a division of BlueScope Buildings North Amcrica, .Inc. 3k) surcerr Date: 7/17/2015 Butler Manufacturing Reaction Report Time: 10:20 AM . �.w...� ...w......� Page: 6 of 28 Wall: 5, Frame at: 1/0/0 Desien Load Combinations - Framing No. Origin Factor Application Description I System 1.000 I :0 D + I.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1,0 D + 1.0 CG + LO <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 1.0 D + 1.0 CG + l O <SMS D + CG + <SMS 5 System 1.000 LO D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 I.0D+1.0CG+1.0USI* D+CC+USI* 8 System 1.000 I.0D+1.0CG+1.0*US1 D+CG+*USI 14 System 1.000 1.0 D + 1.0 CG + 0.6 W l> D + CG + W t> 15 System 1.000 1.0 D + LO CG + 0.6 <W1 D+CG+<Wl 16 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 17 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 18 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 19 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 20 System 1.000 0.6 MW MW - Wall: l 21 System 1.000 0.6 MW MW - Wall: 2 22 System 1.000 0.6 MW" MW - Wall: 3 23 System 1.000 0.6 MW MW - Wall:4 24 System 1.000 0.6 MW MW - Wall: 5 25 System 1.000 0.6 D+0.6 CU+0.6 WI> D+CU+ Wl> 26 System 1.000 0.6D+0.6CU+0.6<Wl D+CU+<WI 27 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 28 System 1.000 i0.6 D + 0.6 CU 0.6 <W2 D + CU + <W2 29 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 30 System 1.000 �0.6 D + 0.6 CU 0.6 WPR D + CU + WPR 31 System 1.000 0.75L+0.45W1> D+CG4 L+WI> 32 System �I.0D+I.0CC, 1,000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L 4 <W 1 33 System I.000 1.0 D + 1-0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 34 System 1.000 (1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 35 System 1.000 41.0D+1.0CG+0.75L+0-45WPL D+CG+L4-WPL 36 System 1.000 II-0D+1-0CG+0.75L+0.45WPR D+CG+L+WPR 37 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> D+CG+S+Wl> 38 System 1,000 I.0D+I.0CG+0.75S+0.45<WI D+CG+S+<W1 39 System 1.000 I.0D+1 -000+0.75S+0.45W2> D+CG+S+W2> 40 System 1.000 1.0D+I.0CG+0.75S+0.45<W2 D+CG+S+<W2 41 System 1.000 1.0 D + 1.0 00 + 0.75 S + 0.45 WPL D + CG + S +WPL 42 System 1.000 1.0D+1.000+0.75S+0.45WPR D+CG+S+WPR 43 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 44 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 45 System L000 0.6 D + 0-6 CU + 0.91 E> + 0.7 EG - D+Cli+E>+EG- 46 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + Cu + <E + EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. J �^-- Date: 7/ 17./2015 �rurc�ra Reaction Report Time: 10:20 AM Page: 7 of28 Wall: 5, Frame at: 1/0/0 Frame 1D:MRF Frame @ GL 6 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Conerete Reactions - Unfactored Load Ty pe at Frame Cross Section: 6 Frame Type:Continuous Beam Type X-Loc Grid] -Grid' Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev, Exterior Column 010/0 6-A 8 X 13 0.375 4 - 0.750 99'-6" interior Column 30/0/0 6-C.I lO X 10 0.375 4 - 0.750 99'-6" Interior Column 70/0/0 6-F.t l O X I O 0.375 4 - 0.750 99'-6" Exterior Column 96/5/0 6-5.6 9 X 13 0.375 4 - 0.750 99'-6" Load Type Desc. Hx Vy Hx V y Hx Vy Hx I V y D Frm 0,09 1.03 2.22 2.30 -0.09 1.39 CG Frm 0.12 0.97 3.35 3.61 -0.12 0.67 - L> Frm 0.29 2.97 9.77 9.61 -0.29 2.59 - <L Frm 0.29 2.97 9.77 9.61 -0.29 2.59 SMS> Frm 0.36 3.72 12.21 12.O1 -0.36 3.24 - <SMS Frm 0.36 3.72 12.21 1201 -0.36 3.24 - S> Frm 0.25 2.60 8.55 8.40 -0.25 2.27 SD Frm 0.09 1.98 0.07 -0.08 -0.09 0.60 <S Frm 0.25 2.60 8.55 8.40 -0.25 2.27 USl" Frm -0.02 0.41 3.71 10.90 0.02 2.17 - •USI Frm 0.17 2.53 10.91 4.00 -0.17 0.25 - Wl> Frm 2.60 -5.33 -13.23 -11.09 -2.40 L19 <WI Frm 2.61 -1.71 -10.04 -8.37 3.27 -6.56 EV2> Frm -3.82 -4.07 -8.78 -8.41 -3.41 3.05 <W2 Frm 139 -0.45 -5.59 -5.71 2.25 -4.67 W-PL Frm 2.19 -2.32 -9.25 -10.27 1,60 -4.83 - WPR Frm 2.09 -4.50 -14.47 -5.75 2.33 -3.73 - M W Frm - - - - - - MW Frm 0.32 0.33 -0.41 0.77 1.59 -0.68 MW Frm 0.24 0.25 -0.32 0.70 0.62 -0.63 MW Frm - - - - - - MW Frm -2.78 -0.45 0.68 -3.01 -2.67 2.77 - CU Frm - - - - - - L Frm 0.29 297 0.77 9.61 -029 2.59 S Frm 0.25 2.60 8.55 8.40 -0.25 2.27 B> Frm -1.91 -1.42 1.75 -4.77 -432 4.43 EG+ Frm 0.05 0.41 139 1.43 -0.05 0.32 - <E Frm 1.91 1.42 -1.75 4.76 4.31 -4.43 - EG- Frm -0.05 -0.41 -1.39 -1.43 0.05 -0.32 SMS Frm 0.36 3.72 12.21 12.01 -036 3.24 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. bl�> Date: 7/17/2015 surt�'Fr let Reaction Report Time:10:20 AM ButManuracturinp _...o ...__„_.� ..._ Page: 8 of 28 Frame Reactions - Factored Load Cases at Frame Cross Section. 6 Note: All reartinnc are hnced nn 10 nrder stnlcmral analysis. X-Loc 0/0/0 3010/0 70/0/0 96/5/0 Grid] - G6d2 6-A 6-C.1 6-F.1 6-5.6 Ld Description Hx Vy Hx Vy Hx Vy fIx Vy Cs (application factor not shown) (k) (k) (k) k) (k) (k) (k) (k 1 D + CG + L> 0.50 4.98 15.35 15.52 -0.50 4.65 2 D+CG+<L 0.50 4.98 15.35 15.52 -0.50 4.65 - 3 D + CG + SMS> 0.57 5.72 17.79 17.92 -0.57 5.29 - 4 D + CG + <SMS 0.57 5.72 17.79 17.92 -0.57 5.29 - 5 D+CG+S>+SD 0.55 6.59 14.19 14.23 -0.55 4.92 6 D+CG+<S+SD 0.55 6.59 14.19 14.23 -0.55 4.92 - 7 D + CG + USI * 0.19 2.42 9.29 16.81 -0.19 4.22 - 8 D+CG+ *USI 0.39 4.53 16.49 9.91 -0.39 2.30 14 D+CG+WI> -1.35 -1.19 -2.36 -0.74 -I.65 2.77 - 15 D+CG+<W1 1.78 0.97 -0.45 0.89 1.75 -1.88 16 D + CG + W2> -2.08 -0.44 0.31 0.86 -226 3.89 17 D+CG+<W2 1.05 1.73 2.22 2.48 1.14 -0.75 18 D+CG+WPL 1.53 0.61 0.03 -0.25 0.75 -0.85 19 D + CG + WPR 1.47 -0.70 -3.11 2.46 1.19 -0.18 - 20 MW - Wall: I - - _ _ _ _ - - - 21 MW - Wall: 2 0.19 0.20 -0.25 0.46 0.95 -0.41 22 MW - Wall: 3 0.14 0.15 -0.19 0.42 0.37 -0.38 23 MW - Wall: 4 - - - - 24 MW - Wall: 5 -1.67 -0.27 0.41 -1.80 -1.60 1.66 25 D+CU+ WI> -1.50 -2.58 -6.60 -5.27 -1.50 1,55 26 D + CU + <W 1 1.62 -0.41 -4.69 -3.64 1.91 -3.10 27 D+CU+ W2> -2.24 -1.82 -3.93 -3.67 -2.10 2.66 28 D+CU+<W2 0.89 035 -2.02 -2.05 1.30 -1.97 29 D+CU+ WPL 1.37 -0.78 4.21 .-4.78 0.91 -2.07 30 D+CU+WPR 1.31 -2.08 -7.35 -2.07 i.35 -1.40 31 D+CG+L+WI> -0.74 1.84 6.95 8.12 -1,51 4.53 - 32 D+CG+L+<Wl 1.60 3.46 8.39 9.35 1.04 1.05 - 33 D+CG+L+W2> -1.29 2.40 8.96 9.33 -1.96 5.37 - 34 D + CG + L + <W2 1.05 4.03 10.39 10.54 0.58 1.90 - 35 D+CG+L+WPL 1.42 119 8.74 8.49 0.29 1.82 - 36 D+CG+L+WPR 1.37 2.21 6.39 10.52 0.62 2.32 - 37 D+CG+S+WI> -0.77 1.56 6.04 7.22 -1.48 4.29 38 D+CG+S+<Wl 1.57 3.18 7.47 8.45 1.07 0.80 39 D+CG+S+W2> -1.32 2.12 8.04 8.43 -L93 5.13 - 40 D+CG+S+<W2 1.03 3.75 9.47 9.64 0.61 1.65 41 D+CG+S+WPL 1.39 2.91 7.83 7.59 0.32 1.58 42 D + CG + S + WPR 1.34 1.93 5.48 9.62 0.65 2.08 43 D+CG+E>+EG+ -1.50 1.00 8,15 2,57 -4.17 6.32 44 D + CG + <E + EG+ 1.99 3.59 4.96 11.25 3.69 -1.75 45 D+CU+E>+EG- -1.72 -0.97 1.95 -3.97 -3.95 4.64 46 D+CU+<E+EG- 1,76 1.62 -1.24 4.71 3.90 -3.42 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions arc based on 1st order structural analysis. X-Loc Grid Hrz left Load i Hrz Rieht Load IlrL In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-M7z) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 6-A 2.24 27 1.99 44 2.58 25 6.59 5 30/0/0 6-C.1 - - - 735 30 17.79 3 70/0/0 6-17.1 - - - - 5.27 25 17.92 3 96/50 6-5.6 1 4.17 1 43 3.90 1 46 3.42 46 6.32 43 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1ueScope Buildings ?North America, Inc. 51+ Date: 7/17/2015 ©utter tAantfi*aurinq Reaction Report Time: 10:20 AM _..�._. ..- Page 9 of 28 Wall: 5, Frame at: 8/2/0 Desi n Load Combinations - Framing No. Chi 'n Factor I Application Description 1 System 1.000 1.0 D + LO CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System [.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 4 System 1.000 0 D + 1.0 CG + 1.0 <SMS + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0 D + 1.0 CC + 1.0 <S + 1.0 SD D + CG + <S + SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * + CG + US I * 8 System 1.000 1.0 D + 1.0 CG - 1.0 *US I D + CG + *US 1 9 System 1.000 I.0D+I.0CG+0.6Wl> D+CG+WI> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 1 11 System 1.000 1.0 D T 1.0 CG + 0.6 W2> D + CG + W2> 12 System 1.000 1.0D+I.0CG+0.6<W2 D+CG+<W2 13 System 1.000 I.0 D + 1.0 CG + 0.6 WTL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 10.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 MW MW - Wall: 5 20 System 1.000 0.6D+0.6CC+0.6W1> D+CU+WI> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<Wl 22 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 24 System 1.000 0.6D+0.6CU+0.61,VPL D+CU+WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I > D+CG+L+Wi> 27 System 1.000 1.0D+.1.0CG+0.75L1-0.45<WI D+CG+L+<Wl 28 System 1.000 1.0 D + 1.0 CG + 0-75 L + 0.45 W2> D+CG+L+W2> 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 30 System t.000 1.0D11.0CG+0.75L+0.45WPL D+CG+L+WPL 31 System 1.000 1.0 D - I.0 CC + 0.75 L + 0.45 WPR D + CG + L + WPR 32 System 1.000 1.0D+I.0CC, +0.75S+0.45WI> D+CG+S+Wl> 33 System 1.000 LO D + 1.0 CG + 0.75 S + 0.45 <W I D + CG + S + <W 1 34 System 1.000 1.0 D + 1.0 CG0.75 S _ 0.45 W2> D + CG + S + W2> 35 System 1.000 I.0D+I.0CG+0.75S+0.45<W2 D+CG+S+<W2 36 System 1.000 I.0D-I.0CG+0.75S+0.45WPL D+CG+S+WPL 37 System t.000 1.0D+1.0CG+0.75S+0.45WPR D+CG+S+WPR 38 System 1.000 1.0 D + 1.0 CG - - 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 40 System 1.000 4.6D+0.6CU, +0.91E>+0.7EG- D + CU + E> + EG- 41 System 1.000 �0.6D+0.6CU+0.91<E+0.7EG- D + CU + <E + EG- 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I > D + CG + WPR + WB 1> 51 System Derived 1.000 0.6D+0.6CU+0.6VtTR+0.6WBI> D+CU+WPR+WB1> 52 System Derived 1.000 I.0D+I.000+0.75L+0.45WPR +0.45WBI> D-CG+L+WPR+WBI> 53 System Derived 1.000 1.0D+1.0CG10.75S+0.45VTR +0.45WBI> D + CC, +S+WPR +WB1> 54 System Derived 1.000 1.0D+1.0CG+0.6WPR-0.6<WBI D + CC + WPR + <WB 1 55 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D +CU+WPR +<WBI 56 System Derived 1.000 1.0D+I.0CG+0.75L+0.45 WPR +0.45<WBI D+CG+L+WPR+<WBI 57 System Derived 1.000 1.0 D + 1.0 CG 1 0.75 S i 0.45 WPR + 0.45 <WB i D + CG + S + WPR + <WBl 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W B2> + CG + WPR + W B2> 59 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB2> D +CU+WPR +WB2> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 1VPR + 0.45 � 32> D + CG + L + WPR + W132> 61 System Derived 1.000 I.0D+I.0CG=0.75S+0.45 WPR +0.45 WB2> D+CG+S+WPR+WB2> 62 System Derived 1.000 1.0 D + 1.0 CG - 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 ATR + 0.6 <WB2 D + CU + WPR + <WB2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WTR + <WB2 65 System Derived 1.000 1.0 D + 1.0 CO + 0.75 S + 0.45 WPR + 0.45 <W132 D + CG + S + WPR + <WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + W133> 67 System Derived I.000 0.6 D + 0.6 CU + 0.6 WPL = 0.6 WB3> D + CU + WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 69 System Derived 1.000 1.0D=I.0CG+0.75S+0.45WPL +0.45WB3> D + CG + S + WPL + WB3> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU+ WPL + «WB3 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0,45 <W133 D + CG + L + WPL + <WB3 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. N 's Date: 7'117/2015 BUTLER reaction Report Time:10:20 AM Page: 10 of 28 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0-45 WPL + 0.45 <W B3 D + CG + S + WPL t <WB3 74 System Derived 1.000 1.0 D + LO CG + 0.6 WPL * 0.6 WB4> D + CG + WPL + WB4> 75 System Derived 1.000 0.6 D : 0.6 CU+0.6 WTL+0.6 WB4> D - CU+ WPL+ WB4> 76 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WPL +0.45WB4> D+CG+L+WPL +WB4> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + W84> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL - 0.6 <WB4 D i CG + WPL + <WB4 79 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 80 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 81 System Derived 1.000 1.0 D + 1.0 CG - 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 82 System Derived 1.000 0.6 MWB MWB - Wall: 1 83 System Derived 1.000 0.6 MWB MWB - Wall: 2 84 System Derived 1.000 0.6 MWB MWB - Wall: 3 85 System Derived 1.000 0.6 MWB MWB - Wall: 4 86 System Derived 1,000 0.6 MWB MWB - Wall: 5 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG++ 0.91 EB> D + CG + E> + FG+ + EB> 88 System Derived 1.000 1.0 D + I.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0D+1.0CG+0.273<E+0.7EG+ +0.91 EB> D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 EB> D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6D+0.6CU+0.273F>+0.7F,G-+0.91 FB> D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6D+0.6Cii+0.91F>+0.7EG- +0.273EB> D+CU+E>+EG- +EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6D+0.6CU+0.91<F+0.7EG- +0.273EB> D + CU + <E + EG- + EB> 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 FG+ + 0.91 <EB D + CG - E> + EG+ + <EB 98 System Derived 1.000 I.0D+1.0CG+0.91 E>-0.7EG+ +0.273<EB D+CG+F>+EG+ +<EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <F. + EG++ <FB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG-' + 0.273 <FB + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6D+0.6CU+0.91E>+0.7EG- +0.273<EB D + CU + E> + EG- + <EB 103 System Derived 1.000 0.6 D + 0.6 CU - 0.273 <E + 0.7 EG- + 0.91 <FB D + CU + <E + EG- + <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- � 0.273 <EB D + CU + <E + EG- + <EB File: 15-009523-02 Version: 2015.1 Budcr Manulaclutring, a division of B1ueScope Buildings Nortli America,.Inc. �>tco Date: 7/ 17/2015 surcEft Butltr Manuracturinp Reaction Report Time:10:20 AM Page: I I of 28 Wall: 5, Frame at: 8/2/0 Frame ID:Soldier Column LSW Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5.5 Frame Type: Soldier Column Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) :Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 101/5/0 5.5-K 8 X 13 0.375 4 - 0.750 100'-0" Load Type Desc. Hx V D Frm 0.34 - CG Frm - L> Frm <L Frm SMS> Frm - - <SMS Frm S> Frm Y SD Frm <S Frm ` US1* Frm *USl Frm - - Wl> Frm 2.91 0.02 - <W 1 Frm -2.91 -0.10 W2> Frm -2.52 0.25 - <W2 Frm 2.52 -0.32 - - WPL Frm -1.90 0.08 - WPR Frm -1.90 0.08 - MW Frm - - M W Frm - - MW Frm -0.09 - M W Frm - - - MW Frm CU Frm - - L Frm - S Frm - - - P> Frm -037 0.04 - - EG+ Frm - - - <E Frm 0.37 -0.04 - - - EG- Fnn - - - WB1> Bro <WB1 Bre - File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. a q Date: 7/l 7f2015 EsurtER Reaction Report Time: 10:20 AM Butler Manufactur(np .w_._... �_.... Page: 12 of 28 WB2> Brc <WB2 Brc WB3> Brc - <WB3 Brc - WB4> Brc - <WB4 Brc - MWB Brc MWB Brc - - MWB Brc - - MWB Brc - MWB Brc - - EB> Brc <EB Brc - SMS Frm Frame Reactions - Factored Load Cases at Frame Cross Section: 5.5 X-Luc 10115,'0 Gridl - Grid2 5.5-K Ld Description Ha Vy Cs (application factor not shown) (k) (k) I D+CG+L> 0.34 - 2 D+CG+<L 0.34 - - 3 D + CG + SMS> - 0.34 - - 4 D+CG+<SMS 0.34 - - 5 D+CG+S>+SD 0.34 6 D + CG + <S + SD 0.34 - 7 D+CC, +USI* - 0.34 - 8 D + CG -` *US I - 0.34 - 9 D+CG+WI> 1.75 0.35 - 10 D+CG+<WI -1.75 0.28 - - 11 D + CG + W2'> -1.51 0.48 - - 12 D+CG+<W2 1.51 0.15 s 13 D+CG+. WPL -1.14 0.38 - 14 D+CG+WPR -1.14 0.38 15 MW - Wall: 1 - - 16 MW - Wall: 2 - 17 MW - Wall: 3 -0.05 18 MW - Wall: 4 - - 19 MW - Wall: 5 - 20 D+CU+W1> 1.75 0.22 21 D+CU+<W1 -1.75 0.14 - - 22 D+CU+W2> -1.51 0.35 23 D+CU+<W2 1.51 0.01 - - 24 D+CU+WPL -1.14 0.25 - 25 D + CU + WPR -1.14 0.25 26 D+CG+L+WI> 1.31 0.35 - 27 D+CG+L+<W1 -1.31 0.29 - 28 D+CG+L+W2> -1.13 0.45 - 29 D+CG+L+<W2 1.13 0.19 30 D+CG+L+ WPL -0.86 0.37 - - 31 D+CG+L+WPR -0.86 0.37 - - 32 D+CG+S+WI> 1.31 0.35 - - 33 D+CG+S+<W1 -1.31 0.29 - 34 D+CG+S+W2> -1.13 0.45 35 D+CG+S+<W2 1.13 0.19 - 36 D+CG+S+WPL -0.86 0.37 - 37 D+CG+S+WPR -0.86 0.37 - 38 D+CG+E>+EG+ -034 0.37 39 D+CG+<E+EG+ 034 0.30 - 40 D+CU+E>+EG- -0.34 0.24 - - 41 D+CU+<E+EG- 0.34 0.17 50 D + CG + WPR + WBI> -1.14 0.38 - 51 D+CU+WPR+WBI> -1.14 0.25 - - - 52 D+CG+L+WPR+WBI> -0.86 0.37 - - 53 D+CG+S+NVI'R+WBI> -0.86 0.37 - - File: 15-009523-02 Version: 201.5.1 Butler Manufacturing, a division of BlueScope Buildings Nord: America; Inc. Date: 7/17/2015 BL/TLER aorta. Martutacturinp Reaction Report Time:10:20 AM Page: 13 of28 54 D+CC, +WPR+<WB1 -1.14 0.38 55 D+CU+WPR+<WBI -1.14 0.25 56 D+CG+L+WPR+<WBI -0.86 0.37 - 57 D + CG + S + WPR + <WBI -0.86 0.37 - 58 D + CG + WPR + WB2> -1.14 0.38 - - 59 D+CU+WPR+WB2> -1.14 0.25 - 60 D+CG+L+WPR+WB2> -0.86 0.37 - - 61 D+CG+S+WPR+WB2> -0.86 0.37 - - - 62 D+CG+WPR+<WB2 -1.14 0.38 - - 63 D+CU+WPR+<WB2 -1.14 0.25 - - 64 D+CG+L+WPR+<WB2 -0.86 0.37 - 65 D + CG + S + WPR + <WB2 -0.86 0.37 66 D + CG + WPL + WB3> -1.14 0.38 67 D + CU + WPL + WB3> -1.14 0.25 68 D+CG+L+WPL+WB3> -0.86 0.37 - 69 D + CG + S + WPL + WB3> -0.86 0.37 - 70 D + CG + WPL + <WB3 -1.14 0.38 - 71 D+CU+WPL+<WB3 -1.14 0.25 - - 72 D + CG + L + WPL + <WB3 -0.86 0.37 - - 73 D + CG + S + WPL + <WB3 -0.86 0.37 r 74 D+CG+ WPL+ WB4> -1.14 0.38 75 D + CU + WPL + WB4> -1.14 0.25 - 76 D+CG+L+ WPL+ WB4> -0.86 0.37 77 D + CG + S + WPL + WB4> -0.86 0.37 78 D + CG + WPL + <WB4 -1.14 0.38 - 79 D + CU + WPL + <WB4 -1.14 0.25 80 D + CG + L + WPL + <WB4 -0.86 037 - - 81 D + CG + S + WPL + <WB4 -0.86 0.37 - 82 MWB - Wall: I - - 83 MWB - Wall: 2 84 MWB - Wall: 3 - 85 MWB - Wall: 4 - 86 MWB -Wall: 5 - - 87 D+CG+E>+EG++EB> -0.10 0.35 - 88 D + CG + E> + EG+ + EB> -034 0.37 - - 89 D + CG + <E + EG+ + EB> 0.10 0.33 90 D + CG + <E + EG++ EB> 0.34 0.30 - - 91 D + CU + E> + EG- + EB> -0.10 0.21 - 92 D+CU+E>+EG-+EB> -0.34 0.24 93 D+CU+<E+EG- +EB> 0.10 0.19 - - - 94 D+CU+<E+EG- +EB> 0.34 0.17 - 97 D+CG+E>+EG++<EB -0.10 0.35 - - 98 D + CG + E> + EG+ + <EB -0.34 0.37 - - 99 D + CG + <E + EG+ + <EB 0.10 0.33 - - 100 D + CG + <E + EG+ + <EB 0.34 0.30 101 D + CU + E> + EG- + <EB -0.10 0.21 102 D + CU + H> + EG- + <EB -034 0.24 103 D + CU + <E + EG- + <EB 0.10 0.19 - 104 D+CU+<E+EG- +<EB 0.34 0.17 Maximum Combined Reactions Summary with Factored Loads - Framing X-Lac Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Room cw Load I Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (. Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) k) (k) k) (k) (in-k) (in-k 1011510 5.5-K 1.75 10 1.75 9 0.05 17 0.48 11 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. suresa Date: 7' 17,'2015 6utlar Mmufxturieg Reaction Report Time:10:20 AM Pa-e: 14 of 28 Wall: 5, Frame at: 24/6/0 Frame 1D:LRF Frame @ GL 5 Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Section: 5 Type X-Loc Grid] - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elcv. Exterior Column 0/019 5-A 9 X 13 0.375 4 - 1.000 99'-6" Exterior Column 1011,510 5-K 9 X 13 0.375 4 - 1.000 99'-6" Load Type Desc. IIx 147 V Hx Hz V y D Frin 4.18 - 7.80 -4.18 7.67 CG Frm 4.81 7.44 -4.81 7,03 L> Frm 15.93 24.59 -15.93 24.26 <L Frm 15.93 24.59 -15.93 24.26 SMS> Frm 19.91 30.74 -19.91 30.32 - <SMS Frm 19.91 30.74 -19.91 30.32 S> Frm 13.94 21.52 -13.94 21.23 - SD Frm 0.30 4.17 -0.30 2.45 - - <S Frm 13.94 - 21.52 -13.94 - 21.23 - - list Frm 11.52 - 12.28 -11.52 - 21.66 - - •US1 Frm 11.96 - 21.95 -11.96 12.19 - WI> Frm -21.84 - -28.77 6.55 -16.89 <Wl Frm -6.68 - -18.01 20,24 - -26.41 - W2> Frm -17.24 -18.05 1.98 - -7.08 - <W2 Frm 2.11 - -7.31 15.65 - -16.58 - WPL Frm -10.68 - -20.29 10.16 - -24.14 - WPR Frm -11.18 -26.46 11.12 -19.20 - MW Frm - - - - - - MW Frm - - - - - MW Frm 2.73 - 1.29 6.33 -128 - MW Frm - - - - - - - MW Frm -7.07 -1.40 -3.21 - 1.40 - - CU Frm - _ - - - - L Frm 15.93 - 24.59 -15.93 24.26 S Frm 13.94 21.52 -13.94 21.23 - - E> Frm -6 29 -2.65 -6.56 2.65 EG+ Frm 2.13 3.30 -2.13 - 3.18 - <E Frm 6.28 2.65 6.55 - -2.65 - - EG- Frm -2.13 -3.30 2.13 - -3.18 - WBl> Brc 0.14 -5.34 -5.48 -0.14 -z.75 -5.87 <WB1 Brc -0.09 - 4.55 0.09 - 4.53 - File:15-009523-02 - Version:2015.1 Butler VlanufaC(Uring, a division of BlUeSCope Buildings .North. America, Inc. Date: 7/ 1 7/2015 SCITLER Reaction Report Time:10:20 AM surer Manufaaurirp _,vv..r...,...=,w. _.. • Page: 15 of 28 WB2> Brc 0.07 -2,61 -2.78 -0.07 2.71 -2.90 <WB2 Brc -0.15 - 7.54 0.15 - 7.67 WB3> Brc 0.14 -5.19 -5.64 -0.14 -5.90 -6.17 - <WB3 Brc -0.09 - 4.50 0.09 - 4.96 - WB4> Brc 0,07 -2.46 -2.75 -0.07 2.86 -3.08 <WB4 Brc -0, i 5 - 7.46 0.15 - 8.09 MWB Brc 0.09 -4.47 -4.28 -0.09 -3.38 -3.25 - - MWB Brc - - - - - - MWB Brc - - MWB Brc -0.20 9.66 0.20 10.66 - MWB Brc - - - - - EB> Brc 0.39 -14.32 -14.84 -0.38 -15.84 -16.01 - <EB Brc -0.31 - 15.47 0.31 - 1594 - SMS Fnn 19.91 - 30.74 -19.91 - 3032 - - Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Nf f- All rnarr;- a a 1-M - I ct -i- cM-hrral -1-ic X-Loc 0/0/0 1011,510 Gridl - Grid2 5-A 5-K Ld Description Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) k) k) (k) (k) 1 D + CG + L> 24.92 39.84 -24.92 38.96 - - 2 D + CG + <L 24.92 39.84 -24.92 38.96 - 3 D + CO + SMS> 28.90 45.99 -28.90 45.03 4 D + CC + <SMS 28.90 45.99 -28.90 45,03 - - 5 D + CC, + S> + SD 23.23 40.93 23.23 39.39 - - 6 D + CC + <S + SD 23.23 40.93 -23.23 3838 - 7 D + CG + US I * 20.51 27.53 -20.51 36.37 - 8 D+CG+*USI 20.95 3720 -2095 26,90 - - 9 D+CC, +WI> 4.11 -2.01 -5.06 4,57 - - 10 D+CC+<Wl 4.98 4A4 3.15 -1.14 11 D+CC W2> -1.36 4.42 -7.80 10,46 - 12 D+CG+<W2 7.73 10.86 0.40 4.75 - 13 D + CC + WPL 2.58 3.07 -2.90 0.22 = 14 D + CG +WPR 2.28 -0.63 -2.32 3.18 - 15 MW - Wall: 1 - - - 16 MW - Wall: 2 - - - - - 17 MW - Wall: 3 1.64 0.77 3.80 -0.77 18 MW - Wall: 4 - - - - 19 MW - Wall: 5 -4.24 -0.84 -1.93 0.84 - 20 D+CU+ Wl> -10.60 -12.58 1.42 -5,53 - 21 D+CU+<W1 -150 -6.13 9,64 -11.24 - 22 D+CU+ W2> -7.84 -6AS -1.32 0.36 23 D+CU+<W2 1.24 0.30 6.88 -534 - 24 D + CU + WPL -3,90 -7.49 3.59 -9.88 25 D + CU+ WPR A.20 -1 1.19 4.16 -6.92 - 26 D+CG+L+WI> 11.11 20.75 -17.99 25.29 = 27 D+CG+L+«VI 17.93 - 25.58 -11.83 21.01 - 28 D+CC+L+W2> 13.18 25.57 -20.05 29.71 - - 29 D+CC+L+<W2 19.99 - 30.40 -13.89 25.44 - 30 D + CG + L + WPL 16.13 24.56 -16.37 22,03 - - 31 D+CG+L+WPR 15.90 21.78 -15.93 2426 - 32 D+CG+S+WI> 9.62 18.44 -16.50 23.02 33 D1 CG+S+<Wl 16.44 23.28 -1034 18.74 - 34 D .f CG + S + W2> 11.69 23.26 -18.55 27.44 35 D + CC .f S + <W2 18.50 28.09 -12.40 23.16 - 36 D+CC+S+WPL 14.64 22.25 -14.87 19.76 - 37 D+CG+S+WPR 14.41 19.48 -14.44 21.98 - - 38 D+CG+Ea+EG+ 4.76 15.14 -16.45 19.35 39 D+CG+<E+EG+ 16.20 19.97 -4.53 1452 - - - 40 D + CU + E> + EG- 4.71 -0.04 -6.98 4.79 - - - 41 D+CU+<E+EG- 6.72 4.78 4.95 -0.03 - SO D+CC+ WPR+WBI> 236 -3.20 -3.92 -2.40 -3.45 -034 - 51 D + CU + WPR + WBI> -4.12 -320 -14.48 4.08 -3.45 -10.44 - 52 D+CG+L+WPR+WBI> 15.97 2.40 19.32 -16.00 2.59 21.61 - 53 D+CC+S+WPR+WBI> 14.47 -2.40 17.01 -14.50 -2.59 19.34 - File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of B1tleScope .Buildings North America; Inc. b21 eurcEa p� BDate: 7! 17!2015 /l utter Manufeaurino eaetion Report Time:10:20 AM w Page: 16 of 28 54 D+CG+ WPR+<WB1 2.23 2.10 -2.27 5.90 55 D+CU+WPR+<WB1 -4.26 -8.46 4.:2 -4.20 56 D + CG + L + WPR + <WBI 15.86 23.83 -15.89 26.29 57 D+CG+S+WPR +<WB1 14.37 21.52 -14.40 24.02 - - 58 D+CG+WPR +WB2> 2.32 -1.57 -230 -2.36 -1.63 1.44 59 D+CU+WPR +WB2> 4.16 -1.57 -12.86 4.12 -1.63 -8.66 60 D + CG + L + WPR + WB2> 15.94 -1. l7 20.53 -15.97 -1.22 22.95 61 D + CG I S + WPR + WB2> 14.44 -I.17 18.23 -14.47 -1.22 20.68 62 D + CG 4 WPR + <WB2 2.19 - 3.89 -2.23 - 7.79 63 D + CU + WPR + <WB2 4.29 -6.67 4.25 -2.31 64 D+CG+L+WPR+<WB2 15.84 25.17 -15.87 27.71 - - 65 D + CG + S + WPR + <WB2 14.34 22.87 -14.37 25.43 - 66 D + CG + WPL + W 133> 2.67 -3.12 -0.31 -2.98 -3.54 -3.48 - 67 D+CU+ WFL+ WB3> -3.82 -3.12 -10.87 3.50 -3.54 -13.58 68 D + CG + L + WPL + WB3> 16.20 -234 22.02 -16.43 -2.66 19.26 69 D + CG + S + WPL + WB3> 14.70 -2.34 19.72 -14.94 -2.66 16.98 - 70 D + CG + WPL + <W133 2.53 - 5.77 2.84 - 3.20 71 D+CU+ WPL +<WB3 -3.96 4.79 3.64 -6.90 - 72 D+CG+L+WPL +<WB3 16.09 26.59 -16.33 24.27 - 73 D + CG + S + WPL + <W133 14.60 24.28 -14.83 21.99 74 D + CG + WPL + WB4> 2.63 -1.48 1.42 -2.94 -1.72 -1.63 75 D + CU + WPL+ WB4> -3.86 -1.48 -9.14 3.55 -1.72 -11.72 - - 76 D + CG + L + WPL + WB4> 16.16 -1.11 23.32 -16.40 -1.29 20.65 - 77 D+CG+S+WPL +WB4> 14.67 -1.11 21.01 -14.91 -1.29 18.38 78 D + CG + WPL + <WB4 2.49 - 755 -2.81 - 5.07 79 D + CIJ + WPL + <W B4 -3 .99 -3.02 3.68 -5.03 - 80 D+CC, +L+WPL +<WB4 16.06 27.91 -I6.30 25.67 - - 81 1)+CG4 S+WPL +<WB4 14.57 25.61 -14.81 23.40 82 MWB -Wall: 1 0.05 -2.68 2.57 -0.05 -2.03 -1.95 - 83 MWB - Wall: 2 - - - - - - 84 MWB - Wall: 3 - - 85 MWB - Wall: 4 -0-12 5.80 0.12 6.39 86 MWB -Wall: 5 - - - - - 87 D + CG + E> + EG+ + EB> 9.11 -13.04 3.32 -12.62 -14.41 3.09 - 88 D+CC, +E>+EG+ +FB> 4.87 -3.91 11.09 -16.55 -4.32 14.98 89 D + CG + <E + EG+ + EB> 12.54 -13.04 4.77 -9.04 -14.41 1.64 - 90 D + CG + <E + EG+ + FB> 16.30 -3.91 15.91 -4.63 -4.32 10.15 - 91 D ICU+E>+EG- +FB> -0.36 -13.04 -11.86 -3.14 -14.41 -11.47 _ 92 D + CU + E> + EG- � FB> 4.61 -3.91 4.09 -7.08 -4.32 0.42 93 D + CU + <F.. + FG- + EB> 3.07 -13.04 -10.41 0.43 -14.41 -12.91 94 D + CU 4- <E + EG- + EB> 6.83 -3.91 0.73 4.84 -4.32 -4.40 - 97 D + CG + E> + EG+ + <EB 8.49 - 30.91 -12.00 - 32.16 - 98 D+CG+E>+EG+ +<EB 4.68 19.36 -16.37 23.70 - 99 D + CG + <E + EG+ -- <EB 11.92 32.36 -8.42 30.71 - 100 D + CG + <E + EG+ + <EB 16.11 24.19 4.44 18.87 101 D + CU + E> + EG- + <EB -0.98 15.73 -2.52 17.60 102 D + CU + E> + EG- + <EB -4.79 4.18 -6.89 9.14 103 D+CU+<E+EG- +<F.B 2.45 17.18 1.05 16.16 104 D + CU + <E+ EG- + <EB 6.64 9.01 5.03 4.32 Maximum Combined Reactions Summary %%ith Factored Loads - Framing Note- All rear•iinnc are h-0 nn I ct -ier ctrn hfi ] a Aa is X-Loc Grid Hrz left Load Hrz Right Load lirz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (I Ix) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mza) Case (M=) Case k (k) k) (k) (k) (k) (in-k) (in-k 0/0/0 5-A 10.60 20 28.90 3 13.04 87 14.48 51 45.99 3 101/5/0 5-K 28.90 3 9.64 21 14.41 87 13.58 67 45.03 3 R... 1- X-Loc Grid Description 0/0/0 101(5/0 A-S K-5 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 15-009523-02 Version: 2015.1 Butler :Manufacturing, a division of BlueScope Buildings North America, Inc. &22 Date: 7/ 17/2015 BtJTf-ER Hurler S7artufecturinq Reaction Report Time:10:20 AM Page: 17 of28 Wall: 5, Frame at: 49/6/0 Frame ID:LRF Frame @ GL 4 to 2 Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 4 Type X-Loc Grid] - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-A 10 X 13 0.375 4 - 1.000 98'-0" Exterior Column 101 /5/0 4-K 10 X 13 0.375 4 - 1.000 98'-0" Load Type Dese. Hx Hz I V Hx Hz I V D Frm 3.99 7.91 -3.99 7.92 - - - CG Frin 3.86 6.34 -3.86 6.34 - L> Frm 15.45 25.35 -15.45 25.35 - <L Frm 15.45 25.35 -15.45 25.35 - - SMS> Frm 19.31 31.69 -19.31 31.69 <SMS Frm 19.31 31.69 -19.31 31.69 - S> Fnn 13.52 22.18 -13.52 22.18 - - SD Frm 0.45 5.42 -0.45 5.42 <S Frm 13.52 22.18 -13.52 22.18 - Usl* Frm 11.01 12.66 -11.01 22.64 - - *Usl Frm 11.76 22.64 -11.76 12.66 - - - Wl> Frm -21.66 28.41 3.15 -15.97 - <WI Frm -4.59 -16.37 21.32 -28A3 - - W2> Frm -16.76 - -17.05 -1.30 - -4.84 - <W2 Frm 0.31 -5.01 16.87 -16.90 - WPL Frm -10.07 -19.91 8.97 -24.50 - - WPR Frm -10.21 - -24.91 9.55 -19.48 - - MW Frm. - - MW Frm - - - - - MW Frm 3.52 - 1.85 7.83 - -1.85 M W Frm - - - MW Fnn -7.28 -1.82 -4.07 - 1.82 CU Frm - - - - - L Fnn 15.45 25.35 -15.45 - 25-35 < S Frm 13.52 22.18 -13.52 - 22.18 E> Frm -6.14 - -2.92 -7.07 2.92 - EG+ Frm 1.90 3.12 -1.90 - 3.12 - - <E Frm 6.14 2.92 7.07 - -2.92 - - EG- Frm -1.90 - -3.12 1.90 -3.12 WBI> Brc -0.10 5.50 0.10 - 5.86 <WB1 Brc 0.11 4.07 -4.56 -0.II 4.21 -4.51 File: 15-009523-02 Version: 2015.1 Buticr Mari utitcturing, a division of B1ueScope Buildings North America, Inc. P,>2-> Date: 7/17/2015 Bur�.,�rx Reaction Report Time:10:20 AM .�-...�.,_._..�.�,..�.� Page: 18 of28 WB2> Brc -0.05 - 2.79 0.05 - 2.89 <W132 Brc 0.18 6.70 -7.56 -0.18 7.10 -7.65 WB3> Brc -0.10 - 5.65 0.10 - 6.15 <WB3 Brc 0.11 186 A.52 -0.11 4.42 4.94 - - WB4> Brc -0.05 - 2.76 0.03 - 3.07 - - <WB4 Brc 0.18 6.49 -7.48 -0.18 7.32 -8.06 MWB Brc -0.07 - 4.29 0.07 - 3.24 MWB Brc - - - MWB Brc - - - MWB Brc 0.23 9A8 -9.70 -0.23 10.44 -10.62 = MWB Brc - EB> Brc -0.27 - 14.89 0.27 15.96 - <EB Brc 0.36 13.78 -15.52 -0.36 15.05 -15.89 = SMS Frm 19.31 - 31.69 -19.31 - 31.69 - Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note- All reactions are haled on 1 st order stmichiral nnalvsis X-Loc 000 10115i0 Grid -Grid2 4-A 4-K Ld Description Hx Hz Vy Hx Hz V Cs (application factor not shown) k (k) (k) (k) (k) (k) I D+CG+L> 2330 39.60 -23.30 39.61 2 D + CG + <L 23.30 39.60 -23.30 39.61 - - 3 D + CG + SMS> 27.16 45.94 -27.16 45.95 - - 4 D + CG+ <SMS 27.16 45.94 -27.16 45.95 - - 5 D + CG + S> + SD 21.82 41.85 -21.82 41.86 - - 6 D + CG 1- <S + SD 21.82 41.85 -21.82 41.96 7 D+CG+ITS] " 1R.R6 26.91 -18.R6 36.89 - - 8 D+CG+'USI 19.62 36.88 -19.62 26.92 - - 9 D+CG+ W1> -5.14 -2.80 -5.96 4.67 - 10 D + CO + < W 1 5.10 4.42 4.94 -2.50 - II D+CG+W2> -2.21 4.01 -8.63 11-35 - 12 D + CG + <W2 8.04 11.24 2.27 4.11 - 13 D + CG i- WPL 1.81 2.30 -2.47 -0.44 14 D+CGS WPR 1.73 -0.70 -2.12 257 - 15 MW - Wall: I - - 16 MW - Wall: 2 - - - 17 MW - Wall: 3 2.11 1.11 4.70 -1.11 - 18 MW - Wall: 4 - - - - - - 19 MW - Wall: 5 -4.37 -1.09 -2.44 1.09 - 20 D 4 CU + Wl> -10.60 -12.30 -0.50 -4.83 21 D+CU+<WI -0.36 -5.08 10.40 -12.07 22 D + CU + W2> -7.66 -5.49 -3.17 1.84 - - 23 D+CU+<W2 2.58 1.74 7.73 -5.39 - 24 D + CU + WPL -3.65 -7.20 2.99 -9.95 - 25 D+CU+WPR -3.73 -10.20 3.33 -6.94 - - 26 D + CG + L + W 1> 9.69 20.48 -18.02 26.08 27 D + CG + L + <W 1 17.38 25.89 -9.84 20.66 28 D + CG + L + W2> 11.89 25.59 -20.02 31.09 29 D+CG+L+<.W2 19.58 31.00 -11.84 25.66 30 D+CG+L+WPL 14.91 24.30 -15.40 22.25 31 D+CG+L+WPR 14.85 22.05 -15.14 24.51 32 D+CG+S+ WI> 8.24 18.10 -16.57 23.71 33 D+CG+S+<W1 15.93 2352 -8.39 18.28 34 D+CG+S+W2> 10.45 23.21 -18.57 28.71 - 35 D+CG+S+<W2 18.13 28.63 -10.40 23.29 36 D+CG+S+WPL 13.46 21.92 -13.95 19.87 37 D+CG+S+WPR 13.40 19.67 -13.69 22.13 38 D + CG + F> + EG+ 3.60 13.78 -15.61 19.09 39 D+CG+<E+EG+ 14.77 - 19.09 -2.75 13.78 40 D+CU+F>+EG- -4.52 -0.10 -7.49 5.22 41 D+CU+<E+EG- 6.65 5.21 5.37 - -0.09 50 D + CG + WPR + WB I> 1.67 2.60 -2.07 6.08 51 D+CU+ WPR +WB1> -3.79 -6.90 3.39 -3.42 52 D+CG+L+WPR+WBI> 14.80 24.52 -15.10 27.14 53 D+CG+S+WPR+WBI> 1335 22.15 -13.65 24.7-7 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America; Inc. Date: 7/ 17/2015 BUTLER Reaction Report Time: 10:20 AM 0utler Mat.ufacturinp Page: 19 of28 54 D+CG+WPR +<WB1 L79 2.44 -3.44 -2.19 2.53 -0.14 55 D+CU+WPR+<WB1 -3.67 2.44 -12.94 3.27 2.53 -9.64 56 D+CG+L+WPR +<WB1 14.89 1.83 20.00 45.19 1.90 22.48 57 D + CG + S + WPR + <WBI 13.44 1.83 17.62 -13.74 1.90 20.10 - 58 D + CG + WPR + WB2> 1,70 - 0.97 -2.10 - 4.30 - 59 D+CU+ WPR+ WB2> -3.76 -8.53 3.36 -5.20 - - 60 D+CG+L+WPR+WB2> 14.82 23.31 -15.12 25.81 61 D + CG + S + WPR + WB2> 13.37 20.93 -13.67 23.43 - 62 D + CG + WPR + <W 132 1.83 4.02 -5.24 -2.23 4.26 -2.02 - 63 D+CU+WPR+<WB2 -3.62 4.02 -14.74 3.23 426 -11.52 64 D + CG + L + WPR + <WB2 14.92 3.01 18,65 -15.22 3.20 21.06 65 D + CG + S + WPR + <WB2 13.48 3,01 16.27 -13.77 3.20 18,69 66 D + CG + WPL + W133> L75 - 5.69 -2.41 - 3.25 67 D + CU + WPL + WB3> -3.71 -3.81 3.05 -6 26 68 D + CG + L + WPL + WB3> 14.86 26.85 -15.35 25.02 - 69 D+CG+S+WPL+Wb33> 13.41 24.47 -13.91 22.64 - 70 D+CG+WPL+<WB3 1.87 2.32 -0.41 -2,53 2.65 -3.41 - 71 D+CU+WPL+<WB3 -3.58 2.32 -9.91 2.92 2.65 -12.91 - 72 D+CG+L+WK+<WB3 14.95 1.74 22.27 -15.45 1.99 20.02 - 73 D + CG + S + WPL + <WB3 13.51 1.74 19.89 -14.00 1.99 17,65 74 D + CG +WPL + WB4> 1.78 - 3.96 -2.44 - 1.40 75 D + CU + WPL + WB4> -3.68 -5.54 3.02 -8.11 76 D+CG+L+WPL+WB4> 14,88 25.55 -15.38 23.63 - 77 D+CG+ S+ WPL+ WB4> 13.44 23.17 -13.93 21,25 - 78 D+CG+WPL+<WB4 1.92 3.89 -119 2.58 439 -5.28 - 79 D+CU+WPL+<WB4 -3.54 3.89 -11.69 2.88 439 -14.79 - 80 D+CG+L+WPL+<WB4 14.99 2.92 20.94 -15.48 329 18,62 81 D+CG+S+WPL+<WB4 13.54 2.92 18.56 -14.03 3.29 16.24 - 82 MWB -Wall: 1 -0.04 - 2.58 0,04 - 1.94 - 83 MWB - Wall: 2 - - 84 MWB - Wall: 3 - - 85 MWB - Walt: 4 0.14 5.69 -5.82 -0.14 6.26 -6.37 - 86 MWB- Wall; 5 - - - - - 87 D + CG + E> + EG+ + EB> 7.26 29.19 -10.87 31.75 - 88 D + CG + E> + EG+ + EB> 3.52 17.84 -15.54 23.45 89 D + CG + <E + EG+ -t- EB> 10.62 30.78 -7.01 30.16 90 D + CG + <E + EG+ + EB> 14.70 23,15 -2.68 18.14 - 91 D + CU + E> + EG- + EB> -0.86 15.31 -2.75 17.88 - 92 D+CU+E>+EG-+EB> 460 3.97 -7.42 9.58 - 93 D + CU + <E + EG- + EB> 2.49 16.90 1.11 16.29 94 D+CU+<E+EG-+EB> 6.58 9.28 5.44 4.27 - 97 D+CG+E>+EG+ +<EB 7.84 12.54 1,51 -11.44 13-70 2.77 - 98 D + CG + E> + EG+ + <EB 3.70 3.76 9.54 -15.71 4.11 14.75 99 D + CG + <E + EG+ + <EB 11.19 12.54 3.10 -7.58 13.70 1.18 - 100 D + CG + <E + EG++ <EB 14.87 336 14.85 -2.85 4.11 9.45 101 D+CU+E>+EG-+<EB -0.28 12.54 -12.36 -3.32 13.70 -11.10 102 D+CU+F- +EG-+<EB 4.42 3.76 -434 -759 4.11 0.88 103 D t CU + <E + RG- + <EB 3.07 12.54 -10.77 0.54 13,70 -12.69 104 D + CU + <E + EG- i <EB 6.75 3.76 0.97 5.27 4.11 -4.42 Maximum Combined Reactions Summary with Factored Loads - Framing Nln A ❑ -Minnc ara hater{ nn 1 ct nrder 0t r. oral nn 1l k X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k) (k) (k) (k) k) (in-k) (in-k) 0/0/0 4-A 10.60 20 27.16 3 - - 12.54 97 14.74 63 45.94 3 101/5/0 4-K 27.16 3 10.40 21 13.70 97 14.79 79 45.95 3 X-Loc Grid Description 010/0 10115/0 1 A-4 KA Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of•B1ueScope Buildings North America, Inc. T325 Date: 7/17/20.15 BUTLER Butler Man�fae[urirq Reaction Report Time:10:20 AM Page: 20 of 28 Wall: 5, Frame at: 74/6/0 Frame ID:LRF Frame @ GL 4 to 2 Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Sectinn Type X-Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtylDiam. (in.) Column Base Elev. Exterior Column 01010 3-A 10 X 13 0.375 4 - 1.000 98'-0" Exterior Column 1011,510 3-K 10 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. fix I Ilz Vy Hx 1 Hz V D Frm 3.99 7.91 -3.99 7.92 - - CG Frm 3.96 6.34 -3.86 6.34 L> Frm 15.45 25.35 -15.45 25.35 - <L Fnn 15.45 25.35 -15.45 25.35 - SMS> Frm 19.31 31.69 -19.31 - 31.69 - - - <SMS Frm 19.31 31.69 -19.31 31.69 - S> Frm 13.52 22.18 -I3.52 22.18 - SD Frm 0.44 5.40 -0.44 5.37 - - <S Frm 13.52 22.18 -13.52 22.18 - US1* Frm 11.01 12.66 -11.01 22.64 - - *US1 Frm 11.76 22.64 -11.76 12.66 - - Wl> Frm -21.48 -28.31 3.37 -16.06 - <WI Frm 4.76 -16.48 21.13 -27.88 W2> Frm -16.58 -1&94 -1.08 4.93 <W2 Frm 0.13 -5.12 16.68 -16.75 - WPL Frm -10.07 -19.91 8.97 -24.45 - WPR Frm -10.21 - -24.91 9.55 -19.46 - MW Frni - - - - - MW Frm - - - - - MW Frm 3.47 1.83 7.79 -1.83 MW Frm - - - - - MW Frm -7 24 -1.79 -4.01 1.79 CU Frm - - - - - - L Frm 15.45 25.35 -15.45 - 25.35 - - S Frm 13.52 22.18 -13.52 22.19 - E> Frm -6.12 -2.90 -7.04 2.90 _ - EG+ Frm 1.90 - 3.12 4.90 1.12 - <E Frm 6.12 - 2.90 7.04 -2.90 - - EG- Frm -1.90 - -1.12 1.90 -3.12 - WBl> Brc 0.12 487 -5.31 -0.12 -5.25 -5.69 - <WB I Bre -0.09 - 4.56 0.08 - 4.52 - File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �2G Date: 7 / 17/2015 9utl�r Manutxturinp Reaction Report Time: 10:20 AM Page: 21 of28 WB2> Brc 0.06 -2.38 -2.69 -0.06 -2.47 -2.81 - <WB2 Brc -0.13 7.55 0.13 - 7.66 - WB3> Brc 0.13 -4.74 -5.46 -0.13 .5.38 -5.98 - - - <WB3 Brc -0.08 4.51 0.08 - 4.95 - - WB4> Brc 0.06 2.25 -2.67 -0.06 -2.61 -2.98 - - <WB4 Brc -0.14 - 7.47 0.14 - 8.08 - MWB Brc 0.08 -4.07 -4.15 -0,08 -3.08 -3,15 - MWB Brc - - - - - MWB Brc - - MWB Brc -0.18 9.68 0.18 10.64 MWB Brc - - - - EB> Brc 0.34 -13.07 -14.39 -0.34 -1444 -15.50 - - <EB Brc -0.27 - 15.50 0.27 - 15.92 - SMS Frm 19.31 - 31.69 -19.31 - 31.69 - - Frame Reactions - Factored Load Cases at Frame Cross Section: 3 NM, All reactinne are 1-1 nn 1 ct Haler 0-1h-1 analveic X-Loc 01010 1011510 Grid -Grid2 3-A 3-K Ld Description Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) k) (k) (k (k) (k) 1 D + CG + L> 23.30 39.60 -23.30 39.61 - 2 D + CG + <L 23.30 39.60 -23.30 39.61 - - 3 D + CG + SMS> 27.16 45.94 -27.16 45.95 4 D + CG + <SMS 27.16 45.94 -27.16 45.95 - 5 D+CG+S>+SD 21.81 - 41.82 -21.81 41.81 - 6 D+CG+<S+SD 21.81 41.82 -21.81 41.81 7 D+CG+USI* 18.86 26.91 -18.86 36.89 - 8 D+CG+*USI 19.62 36.88 -19.62 26.92 9 D + CG -1 W I> -5.03 -2.74 -5.83 4.62 10 D + CG + <W 1 4.99 4.36 4.82 -2.49 - 11 D+CG+ W2> -2.10 4.08 -8.50 11.30 12 D+CG+<W2 793 11.18 2.15 4.20 - 13 D + CG + WPL 1.81 2,30 -2.47 -0.42 - 14 D + CG + WPR 1.73 -0.70 -2.12 2.58 - 15 MW - Wall: I - - - - 16 MW - Wall: 2 - - - - 17 MW - Wall: 3 2.08 1.10 4.67 -1.10 - 18 MW - Wall: 4 - - - - - 19 MW - Wall: 5 -4.34 -1.07 -2.41 1.07 20 D+CU+ W1> -10.49 -12.24 -0.37 -4.89 - 21 D+CU+<W1 -0.46 -5.14 10.28 -11.98 22 D+CU+W2> -7.56 -5.42 -3.04 1.79 23 D+CU+<W2 2.47 1.67 7.61 -5.30 - 24 D + CU + WPL -3.65 -7.20 2.99 -9.92 25 D+CU+ WPR -3.73 -10.20 3.33 -6.93 - - 26 D + CG + L + W l> 9.77 20.52 -17.92 26.04 - 27 D+CG+L+<Wl 17.29 25.85 -9.93 20.72 - - 28 D+CG+L+W2> 11.98 25.64 -19.93 31.05 - - 29 D+CG+L+<W2 19.50 30.96 -11.93 25.73 - 30 D+CG+L+WPL 1491 24.30 -15.40 22.27 - 31 D+CG+L+WPR 14.85 22.05 -15.14 24.51 - 32 D+CG+S+Wl> 8.32 18,15 -16.47 23.67 - 33 D+CG+S+<WI 15.85 23.47 -8.48 18.35 - 34 D+CG+S+W2> 10.53 23.26 -18.48 28.68 - 35 D + CG + S + <W2 18.05 28.58 -10.49 23.36 - 36 D + CG + S + WPL 13.46 21.93 -13.95 19.89 - - 37 D+CG+S+WPR 13.40 19.67 -13.69 22.14 - 38 D+CG+E>+EG+ 3.62 13.79 -15.59 19.08 - 39 D + CG + <E + EG+ 14.75 19.07 -2.77 13.80 - - 40 D + CU + E> + EG- 4.50 -0.09 -7.47 5.21 41 D + CU + <E + EG- 6.63 5.20 5.35 -0.08 - 50 D + CG + WPR + WBI> 1.80 -2.92 -3.89 -2.20 -3.15 -0.84 - - 51 D+CU+WPR +WB1> -3.65 -2.92 -13.39 3.26 -3.15 -10.34 - - 52 D + CG + L + WPR + WB )> 14.90 -2.19 19.66 -15.20 -236 21.95 - 53 D+CG+S+WPR+WBI> 13.45 2-19 17.28 -13.75 -2.36 19.58 - - File: 15-009523-02 Version: 2015.1 Butler Manufacturing; a division of BlueScope Buildings North America, Inc. e27 Date: 7/17/2015 surt�R Reaction Report Time: 10:20 AM .�. _.. �, . .. Pabe: 22. of 28 54 D + CG + WPR + <WB 1 1.68 2.03 -2.08 5.29 55 D+CU+WPR+<WBI -3.78 -7.47 3.38 -4.21 56 D + CG + L + WPR + <WBI 14.81 24.10 -15.11 26.55 57 D + CG + S + WPR + <W131 13.36 21.72 -13.66 24.17 - - 58 D+CG+WPR +WB2> 1.77 -1.43 -2.32 -2.16 -1.48 0.89 59 D + CU + WPR + WB2> -3.69 -1.43 -11.82 3.30 4.48 -8.61 - - - 60 D + CG + L + WPR + WB2> 14.87 -1.07 20.84 -15.17 -1.11 23.25 61 D+CG+S+WPR I WB2> 13.42 -1.07 18.46 -13.72 -1.11 20.87 - 62 D + CG + WPR = <WB2 1.65 - 3.83 -2.04 7.18 - 63 D+CU+WPR +<W-132 -3.81 -5.67 3.41 -2.33 - 64 D + CG + L + WPR + <W132 14.79 25.45 -15.08 27.96 - 65 D+ CG + S + WPR 1 <WB2 13.34 23.07 -13.63 25.59 - 66 D+CG+ WPL+ WB3> 1.89 -2.84 -0.98 -2.55 -3.23 4.00 67 D + CU + WPL + WB3> -3.57 -2.84 -10.48 2.91 -3.23 -13.51 68 D T CG + L + WPL + WB3> 14.96 -2.13 21.84 -15.46 -2.42 19.58 69 D + CG + S + WPL + WB3> 13.52 -2.13 19.47 -14.01 -2.42 17.20 - 70 D + CG + WPL + <W133 1.76 - 5.01 -2.42 - 2.55 - 71 D+CU+WPL +<WB3 -370 -4.49 3.04 -6.95 - 72 D+CG+L+WPL + <W133 14.87 26.33 -15.36 24.50 73 D+CG+S+ WPL +<WB3 13.42 23.95 -13.91 22.12 - 74 D + CG + WPL + WB4> 1.85 -1.35 0.70 -2.51 -1.56 -2.21 - 75 D+CU+WPL +WB4> -3.61 -1.35 -8.80 2.95 -1.56 -11.71 - - 76 D + CG + L -1 WPL + WB4> 14.94 -1.01 23.10 -15.43 •1.17 20.93 - - 77 D + CG + S + WPL t- WB4> 13.49 -1.01 20.72 43.98 -1.17 19.55 78 D+CG+WPL +<WB4 1.73 - 6-78 -239 - 4.43 79 D + CU + WPL + <WB4 -3.73 -2.72 3.07 -5.08 - 80 D + CG + L + WPL + <WB4 14.85 27.66 -15.34 25.90 81 D+CG+S+WPL+<W134 13.40 25.29 -13.89 23.52 . 82 MWB - Wall: 1 0.05 -2.44 -2.49 -0.05 -1.85 -1.89 - - 83 MWB - Wall:2 - - - - - - - 84 MWB - Wall: 3 - - 85 MWB - Wall: 4 -0.1 l 5.81 0.11 6.39 - 86 MWB - Wall: 5 - - - - - 87 D+CG+E>+EG++EB> 7.82 -11.89 2.54 -11.41 -13.14 3.12 88 D+CG+E>+EG- +EB> 3.71 -3.57 9.96 -15.69 -3.94 14.85 - 89 D + CG + <E + EG+ + EB> 11.16 -11.89 4.13 -7.57 -13.14 1.54 - 90 D+CG- +<E+EG++EB> 14.84 -3.57 15.15 -2.87 -3.94 9.56 - 91 D + CU + E> + EG- + EB> -0.30 -11.89 -11.33 -3.29 -13.14 -10.75 92 D+CU+E>+EG- +EB> -4.41 -3.57 -4.02 -7.56 -3.94 0.98 - - 93 D + CU + <E + EG- + EB> 3.04 -11.89 -9.75 0.55 -13.14 -12.33 94 D+CU+<E+EG- +EB> 6.72 -3.57 1.27 5.25 -3.94 4.31 - - 97 D + CG + E> + EG+ + <EB 7.26 - 2U4 -10.86 - 31.72 - 98 D + CC'r + E> + EG++ <EB 3.54 18.02 -15.52 23.43 - 99 D + CG + <E + EG+ + <EB 10.60 31.33 -7.01 30.13 100 D + CG + <E + EG++ <E13 14.69 23.31 -2.70 18.14 - 101 D + CU + E> + EG- 4- <EB -0.86 15.87 -2.74 17.85 102 D+CU+E>+EG- +<EB -4.58 4.14 -7.40 9.56 103 D + CU + <E + EG- + <EB 2.48 17.45 1.11 16.26 104 D + CU + <E + EG- + <E13 6.55 9.43 5A2 4.27 Maximum Combined Reactions Summary ssith Factored Loads - Framing X-Loc Grid Hrz. left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew 1 Load Mom ccw Load (-Hx) Case (lix) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Casc (-Mzz) Case (Mzz) Case (k) (k) k k} k) (in-k (in-k 0/0/0 3-A 10.49 20 27.16 3 11.89 87 13.39 51 45.94 3 10115/0 3-K 27.16 3 10.28 21 13.14 87 13.51 67 45.95 3 X-Loc Grid Description 0/0/0 1011510 1 A-3 K-3 Diagonal bracing at base is attached to column. Reactions ARE included with name reactions. . Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America; Inc. r � aurora - Date: 7/17/2015 Reaction Report Time: 10:20 AM �.�.w._ ..._. ..k Page: 23 of 28 Wall: 5, Frame at: 99/6/0 Frame ID:LRF Frame @ GL 4 to 2 Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type X-Loc Grid I - GGrid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2 _A 9 X 13 0.375 4 - 1.000 98'-0" Exterior Column 101 /5/0 2-K 9 X 13 0.375 4 - 1.000 98'-0" Load Type Desc. IIx IIz Vy Hx Hz V D Frm 3.79 7.58 -3.79 7.55 - CG Frm 3.66 5.91 -3.66 5.91 L> Frm 14.64 23.62 -14.64 23.62 <L Frnn 14.64 23.62 -14.64 23.62 SIAS> Frm 18.30 29.53 -18.30 2953 - <SMS Frm 18.30 29.53 -18.30 29.53 S> Frm 12.81 20.67 -12.81 20.67 SD Frm 0.44 2.93 -0.44 2.92 <S Frm 12.81 - 20.67 -12.81 - 20.67 us] " Frm 10.33 - 11.80 -10.33 - 21.09 `US1 Frm 11.25 - 21.09 -11.25 11.80 - - Wl> Frm -20.57 -28.53 6.83 -18.16 _ <Wl Frm -7.I0 - -18.16 20.83 -28.52 - W2> Frm -16.12 - -18.04 2.38 - -7.69 - <W2 Frm -2.65 = -7.68 16.38 - -18.05 - WPL Frm -10.80 - -20.53 10.32 - -26.15 - - WPR Frm -10.87 -26.17 11.35 - -20.52 - MW Frm - - - - _ MW Frm - - _ MW Frm 2.69 1.44 6.90 - -1.4-4 MW Frm - - - _ MW Frrn -6.38 -1.43 -3.23 - 1.42 CU Frm - - - - - - L Frm 14.64 - 23.62 -14.64 23.62 - - S Frm 12.81 - 20.67 -12.81 - 20.67 - E> Frm -5.44 -2.60 -6.42 - 2.60 - EG+ Frm 1.80 - 2.91 -1.80 - 2.91 - <E Frm 5.44 2.60 6.42 - -2.60 - - EG- Frm -1.80 - -2.91 1.80 -2.91 - - WBl> Brc -0.10 - 5.33 0.10 - 5.67 - <WBl Brc 0.10 4.08 -4.57 -0.10 4.21 4.51 - File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 7i 1712015 surc.Etz Bu[Itr Manufaafurinp Reaction Report Time: 10:20 AM •��+��-V..r......ti.._.•,. Pape: 24 of28 WB2> Brc -0.05 - 2.70 0.05 2.80 <WB2 Brc 0.17 6.71 -7.57 -0.17 7.10 -7.64 WB3> Brc -0.11 - 5.48 0.11 - 5.96 - <WB3 Brc 0.11 3.87 4.52 -0.11 4.42 4.94 - WB4> Brc -0.05 - 2.68 0.05 - 2.97 <WB4 Brc 0.17 6.50 -7A9 -0.17 731 -8.06 - - MWB Brc -0.07 - 4.16 0.07 - 3.14 MWB Brc - MWB Brc - - MWB Brc 0.23 9.50 -9.72 -0.23 10.43 -10.61 MWB Brc - - - - EB> Brc -0.28 - 14.44 0.28 - 15.46 - - <EB Brc 0.36 13.80 -15.55 -0.36 15.03 -15.87 - SMS Frm 18.30 29.53 -18.30 29.53 - Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note: All reactions are based nn 1 st order structural analvsis X-Loc 0/0/0 101 i 5/0 Gridl - Grid-) 2-A 2-K. Ld Description Hx Hz I Vy Hx Hz Vy Cs (application factor not shown (k) (k k) (k) (k (k) l D + CG + L> 22.08 37.10 22.08 37.08 - 2 D + CG + <L 22.08 37.10 -22.08 37.08 - 3 D + CG + SMS> 25.74 43,01 -25.74 42.99 4 D + CG + <SMS 25.74 43.01 -25.74 42.99 - ` 5 D + CG + S> - SD 20.70 37.08 -20.70 37.04 - - - 6 D + CG + <S + SD 20.70 37.08 -20.70 3704 - - - 7 D + CG + USI ° 17.78 25.25 -17.78 34.55 - - - 8 D + CG + *USI 18.69 34.57 -18.69 25.26 - - - 9 D+CG+WI> -4.90 -3.64 -335 - 2.56 10 D+CG+<Wl 3.19 2.58 5.05 -3.66 11 D+CG+W2> i -2.23 2-65 -OM 8.85 12 D+CG+<W2 5.86 8.87 2.38 2.63 - - 13 D + CG + WPL 0.96 1.16 -1.25 -2.23 - 14 D + CG + WPR 0.92 -2.22 -0.64 1.14 15 MW - Wall: I - - - 16 MW - Wall: 2 - 17 MW - Wall: 3 L61 0.86 4.14 -U6 - 18 MW- Wall: 4 - - - - 19 MW - Wail: 5 -3.83 -0.86 -1.94 0.86 - - - 20 D+CU+WI> -10.07 -12.57 1.83 -6.37 - - - 21 D+CU+<W1 -1.99 -6.35 10.23 -12.58 - - 22 D+CU+W2> -7.40 -6.28 -0.84 -0.08 - - - 23 D + CU + <W2 0.68 -0.06 7.56 -6.30 - 24 D+CU+WPL -4.21 -7.77 3.92 -11.16 - - 25 D + CU + WPR -4.25 -11.16 4.54 -7.78 - 26 D+CG+L+Wl> 9.17 18.36 -15.35 23.00 - 27 D + CG + L + <W 1 15.23 23.02 -9.05 18.34 - - 28 D+CG+L+W2> 11.17 23.08 -17.35 27.72 - - 29 D + CG + L + <W2 17.23 27.74 -11.05 23.05 - - - 30 D+CG+L+WPL 13.50 21.96 -13.78 19.41 - 31 D+CG+L+WPR 13.53 19.42 -13.32 - 21.94 - - 32 D+CG+S+WI> 7.80 16.15 -13.98 20.79 - - - 33 D+CG+S+<WI 13.86 20.81 -7.68 16.12 - - 34 D+CG+S+W2> 9.80 20.86 -15.98 25.50 35 D+CG+S+<W2 15.86 25.53 -9.68 20.84 36 D+CG+S+WPL 12.19 19.74 -12.41 17.19 37 D + CG + S + WPR 12.16 17.21 -11.95 19.72 - - 38 D+CG+E>+EG+ 3.76 13.15 -14.55 17.86 - 39 D+CG+<E+EG+ 13.66 17.88 -2.87 13.13 = 40 D+CU+E>+EG- -3.94 0.14 -6.85 4.86 - 41 D+CU+<E+EG- 5.96 4.87 4.83 0.13 50 D+CG+WPR +WBi> 0.86 0.98 -0.57 4.55 51 D+CU+WPR+WBI> -431 -7.96 4.60 -4.38 = 52 D + CG + L + WPR + WB 1> 13.49 21.82 -13.27 24-49 - 53 D + CG + S + WPR + WBI> 12,11 19.60 -11.90 22.28 - File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Date: 7117,/2015 SUTLER Reaction Report Time:10:20 AM 6utltt ldartufaeturinq Page: 25 of 28 54 D+CC, +WPR+<WB1 0.99 2.45 4.96 -0.70 2.52 -1.56 55 D+CU+ WPR+<WBI -4.19 2.45 -13.90 4.48 2.52 -10.49 56 D+CG+L+WPR+<WBI 13.58 1.84 17.36 -13.36 1.89 19.91 - - 57 D + CG + S + WPR + <WB I 12.21 1.84 15.15 -11.99 1.89 17.70 - 58 D + CG + WPR + WB2> 0.89 - -0.60 -0.60 - 2.83 - 59 D + CU + WPR + WB2> -1.28 -9.53 4.57 -6.10 60 D + CG + L + WPR + WB2> 13.51 20.64 -13.29 23.20 - 61 D + CG + S + WPR + WB2> 12.14 18.42 -11.92 20.99 62 D+CG+ WPR+<WB2 1.03 4.03 -6.76 -0.74 4.26 -3.44 - 63 D+CU+WPR+<WB2 -4.15 4.03 -15.70 4.43 4.26 -12.37 64 D+CG+L+WPR +<WB2 13.61 3.02 16.01 -13.40 3.19 18.50 65 D+CG+S+WPR+<WB2 12.24 3.02 13.80 -12.02 3.19 16.29 66 D + CG + WPL + WB3> 0.90 4.45 -1.19 - 1.34 - 67 D + CU + WPL + WB3> -4 )7 4.48 3.99 -7.58 - 68 D+CG+L+WPL =WB3> 13.52 24.42 -13.73 22.09 69 D + CG + S + WPL + WB3> 12.14 22.21 -12.36 19.87 70 D + CG + WPL + <Ii7133 1.03 2.32 -1.55 -1.31 2.65 -5.20 - 71 D+CU+WPL+<WB3 AA5 232 -10.49 3.86 2.65 -14.12 72 D + CG + L + WPL + <W133 13.61 1.74 19.92 -13.83 1.99 17.18 » 73 D + CG + S + WPL + <WB3 12.24 1.74 17.71 -12.45 1.99 14.97 - 74 D+CG+WPL +WB4> 0.93 - 2.77 -1.22 - -0.45 75 D + CU + WPL + W134> 4.24 -6.17 3.96 -9.38 76 D + CG + L + WPL + WB4> 13.54 23.16 -13.76 20.74 = 77 D+CG+S+WPL +RB4> 12.17 20.95 -12.38 18.53 » 78 D+CG+ WPL +<WB4 1.07 3.90 -3.33 -1.36 4.38 -7.07 79 D+CU+ WPL 4 <W84 4.11 3.90 -12.27 3.82 4.38 -15.99 80 D + CG + L + WPL + <WB4 13.64 2.92 18.59 -13.86 3.29 15.78 _ 81 D + CG + S + WPL + <WB4 12.27 2.92 16.37 -I2.49 3.29 13.57 - 82 MWB - Wall: 1 -0.04 - 2.50 0.04 - 1.88 83 MWB - Wall: 2 - - - 84 MWB - Wall: 3 - - 85 MWB - Wall: 4 0.14 5.70 -5.83 -0.14 6.26 -636 86 MWB - Wall: 5 - - - - - - 87 D + CG + E> + EG+ + EB> 6.97 27.95 -1020 30.27 88 D + CG + E> .�- EG+ + EB> 3.68 17.09 -14.47 22.08 - 89 D + CG + <E + EG++ EB> 9.94 29.36 -6.70 28.85 - - 90 D + CG + <E + EG+ + EB> 13.58 21.82 -2.79 1735 - - 91 D + CU + E> + EG- + EB> -0.73 14.94 -2.51 17.28 - - 92 D+CU+E>+EG-4 EB> -4.02 4.08 -6.77 9.08 - - - 93 D+CU+<E+EG-+EB> 2.24 16.35 1.00 15.86 - - - 94 D+CU+<E+EG-+EB> 5.88 8.81 4.91 4.35 - - » 97 D+CG+E>+EG++<EB 7.55 12.56 0.66 -10.78 13.68 1.76 - - - 98 D + CG + E> + EG+ + <EB 3.86 3.77 8.91 -14.65 4.10 13.52 - - 99 D + CC, + <E + EG+ + <EB 10.51 12.56 2.08 -7.28 13.68 0.34 - - 100 D + CG + <E + EG++ <EB 13.75 3.77 13.64 -2.96 4.10 8.79 101 D + CU + E> + EG- + <EB -0.15 12.56 -12.35 -3.09 13.68 -11.24 102 D + CU + E> + EG- + <EB -3.84 3.77 4.10 -6.95 4.10 0.53 103 D+CU+<E+EG-+<EB 2.82 12.56 -10.93 0.42 13.68 -12.65 104 D+CU+<P+EG-+<EB 6.06 3.77 0.63 4.74 4.10 -4.20 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt- All r antinne arr 11-A nn 10 -,1- IM-hiral -1-is X-Loc Grid 1-Irz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (IIz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k) (k) k) (k) k) in-k (in-k 0/010 2-A 10.07 20 25.74 3 - 12.56 97 15.70 63 43.01 3 1011510 2-K 25.74 3 10.23 21 - 13.68 97 15.99 79 42.99 3 Rio X-Loc Grid Description 0/010 1011510 1 2-A 2-K Diagonal bracing at base is artaehed to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attaches to column. Reactions ARE included with frame reactions. File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BhleScope Buildings North America, Inc. Date: 7!17/2015 Btf7LER Reaction Report Time:10:20 AM �L,� �. a w.. Page: 26 of 28 Wall: 5, Frame at: 121/l/O TTesion T.nad rnmhinntians - Frnmina No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> - 4 System 1.000 LO D + 1.0 CG + 1.0 <SMS D + CG + <SMS 5 System 1.000 1.0 D + 1.0 CG + LO S> + 1.0 SD D + CG + S> + SD 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + LO SD D + CG + <S + SD 7 System 1.000 1.0 D + 1.0 CG + 1.0 U S I * D + CG + US] * 8 system 1.000 1.0 D + 1.0 CG + 1.0 *US I D + CG + *US 1 16 System 1,000 1.OD+I.00G+0.6W1> D+CG+WI> 17 System 1.000 1.0 D + 1.0 CG + 0.6 <WI D + CG + <W l 18 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 19 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 20 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 21 System 1.000 LO D + 1.0 CG + 0.6 W-PR D + CG + WPR 22 System 1.000 0.6 MW MW - Wall: 1 23 System 1.000 0.6 MW MW - Wall: 2 24 System 1.000 0.6 MW MW - Wall: 3 25 System 1.000 0.6 MW MW - Wall: 4 26 System 1.000 0.6 MW MW - Wall: 5 27 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W l> 28 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 29 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 30 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 31 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 32 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 33 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+WI> 34 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 35 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 36 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 37 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 38 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 39 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> D + CG + S + W 1> 40 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W 1 D + CG + S + <W 1 41 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2>. 42 System 1.000 1.0 D + 1.0 CG - 0.75 S + 0.45 <W2 D + CG + S + <W2 43 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 44 System 1.000 1.0 D + 1.0 CG + 0.75 S - 0.45 WPR D + CG + S + WPR 45 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 46 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 47 System 1.000 0.6D+0.6CU+0.91E>+0.7EG- D + CU + E> + EG- 48 System 1.000 0.6D+0.6CU+0.91<E+0.7EG- D + CU + <E + EG- File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America; Inc. �3-�)2- Date: 7i 17/2015 ,EZIITLER " Butler Mnnufaeturirp Reaction Report Time:10:20 AM Page: 27 of 28 Wall: 5, Frame at: 121/l/O Frame 1D:Endwall Frame @ GL 0.5 Frame Type:Continuous Beam Values shown are resisting forces of the foundation. Base Connection Design is Based on 3.000.00 (psi) Concrete Reactions - Unfactared Lnad Tvne. at Frame Cross Section: 1 Type X-Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/010 I -A 9X13 0.375 4 - 0.750 981-0" Interior Column 25i8/8 1-C 8X12 0.375 4 - 0.750 98'-0" Interior Column 50/8/8 I-£ 9X12 0.375 4 - 0.750 98'-0" Interior Column 75?8/8 1-G 8X12 0.375 4 - 0.750 1 98'-0" Exterior Column 101/5/0 1-K 8X13 0.375 4 - 0.750 98'-0" Load Type Dec. Hx Vy Hx I-Iz V y Hx Hz V y Hx Hz Vv Hx V D Frm 0.16 1.57 1.85 1.70 1.84 -0.16 1.57 CG Frm 0.09 0.70 1.50 1.33 1.50 -0.09 0.70 L> Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 <L Frm 038 2.79 6.01 5.31 6.01 -0.38 2.79 SMS> Frm 0.47 3.49 7.51 6.64 7.51 -0.47 3.49 <SMS Frm 0.47 3.49 7.51 6.64 7.51 -0.47 3.49 S> Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 SD Frm 0.37 2.57 1.64 0.10 1.64 -0.37 257 <S Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 US 1 " Frm 0.19 1.02 0.84 4.19 7.96 -0.19 1.89 *US1 Frm 0.19 1.93 7.96 4.19 0.85 -0.19 1.01 WI> Fnn -4.61 -7.18 5.83 -6.35 6.17 -6.34 5.83 -8.04 -4.08 0.41 <W 1 Frm 4.12 0.39 -5.25 -8.01 -5.55 -6.36 -5.25 -6.29 4.57 -7.23 W2> Frm -5.23 -5.66 - -3.90 -4.15 - -5.58 -3.47 1.93 <W2 Frm 3.51 1.91 -5.55 -4.16 -3.84 5.19 -5.71 WPL Frm 0.82 -3.38 -4.15 -6.08 -9.54 -1.14 -4.36 WPK Frm 1.14 4.36 -9.54 -6.08 -4.15 -0.82 -3.38 MW Frm - - - - - MW Frm - - - - MW Frm 1.72 LRR -1.90 -0.18 1.56 3.10 -1.36 MW Frm - - - - - - - MW Frm -3.11 -1.33 1.53 -0.I8 -1.89 -P.71 1.87 CU Frm - - - - - - L Frm 0.38 2.79 6.01 5.31 6.01 -0.38 2.79 S Frm 0.33 2.45 5.26 4.65 5.26 -0.33 2.40 E> Frm -5.63 -5.67 113 5.86 1.19 - 1.13 -5.86 -5.62 5.68 EG+ Frm 0.05 0.34 - 0.74 - 0.65 - 0.74 -0.05 0.34 <E Fnn 5.63 5.67 -113 -5.86 -1.19 - -1.13 5.86 5.62 -5-68 EG- Frm -0.05 -0.34 -0.74 - -0.65 - -0.74 0.05 -0.34 SMS Frm 0.47 3.49 7.51 - 6.64 - 7.51 -0.47 3.49 File: 15-009523-02 Version: 2015.1 Butler Manu.acturing, a division of BlueScope.Buildings North America, Inc. J >� surtsrr Date: 7/ 17/2015 nu,xturirq Reaction Report Time:10:20 AM Page: 28 of 28 Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note: All reactions are based on Ist order structural analvsis. X-Loc 0/0,110 25/8/8 50/8,8 75/8/8 101/5/0 Grid -Grid2 I -A 1-C 1-E I-G I-K Ld Description Hx Vy Hx Hz I VV Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D + CG + L> 0.63 5.07 9.36 8.34 9.35 -0.63 5.06 2 D + CG + <L 0.63 5.07 9.36 8.34 9.35 -0.63 5.06 3 D + CG + SMS> 0.73 5.77 10.87 9.67 10.85 -0.73 5.76 4 D + CG + <SMS 0.73 5.77 10.87 9.67 10.85 -0.73 5.76 5 D + CG + S> + SD 0.95 7.29 10.26 7.77 10.24 -0.95 7.24 6 D + CG + <S + SD 0.95 7.29 10.26 7.77 10.24 4,95 7.24 7 D + CG + US t * 0.44 3.29 4.20 7.22 11.30 -0.44 4.16 8 D+CG+*U'SI 0.44 4.21 - 11.32 7.22 4.18 -0.44 3.28 16 D + CG + W 1> 2.51 -2.04 3.50 -0.46 3.70 -0.79 3.50 -1.48 -2.70 2.51 17 D + CG + <W I 2.73 2.51 -3.15 -1.45 -3.33 -0.79 -3.15 -0.44 2.49 -2.07 18 D + CG + W2> -2.88 -1.12 - 1.02 - 0.54 - -0.01 -2.33 3.43 19 D+CG+<W2 2.36 3.42 0.02 0.53 1.04 2.86 -1.16 20 D + CG + WPL 0.75 025 0.87 -0.62 -2.39 -0.94 -0.35 21 D + CG + WPR 0.94 -0.34 -2.37 -0.62 0.85 -0.75 0.24 22 MW - Wall: 1 - - - _ _ _ 23 MW - Wall: 2 24 MW - Wall: 3 1.03 L13 -1.14 -0.11 0.94 1.86 -0.81 25 MW - Wall: 4 - - - - - - 26 MW - Wall: 5 -1.86 -0.80 0.92 -0.11 -1.14 -1.03 1.12 27 D + CU + W 1> -2.67 -3.37 3.50 -2.70 3.70 -2.79 3.50 -3.72 -2.55 1.19 28 D + CU + <W l 2.57 1.18 3.15 -3.69 -3.33 -2.80 -3.15 -2.67 2.65 -3.40 29 D + CU + W2> -3.04 -2.45 -1.22 -1.47 - -2.25 -2.18 2.10 30 D+CU+<W2 220 2.09 -2.22 -1.48 -1.20 3.02 -2.48 31 D+CU+WPL 0.59 -1.08 -1.38 263 4.62 -0.78 -1.67 32 D+CU+WpR 0.78 -1.67 4.61 -2.63 -1.39 -0.59 -1.09 33 D+CG+L+WI> -1.54 1.14 2.62 5.00 2.78 4.16 2.62 4.23 -2.37 4.55 34 D + CG + L + <W I 2.39 454 -236 4.26 -2.50 4.15 -2.36 5.01 1.52 1.11 35 D+CG+L.+W2> -1.81 1.82 - 6.11 - 5.15 - 5.33 -2.10 5.23 36 D + CG + L a- <W2 2.12 5.23 5.36 5.14 6.12 1180 1.79 37 D+CG+L+WPL 0.91 2.85 6.00 4.27 3.55 -1.05 2.40 38 D+CG+L+ WPR 1.05 2.41 3.57 4.27 5.98 -0.91 2.84 39 D + CG + S + W l> -1.57 0.87 2.62 4.44 2.78 3.66 2.62 3.67 -2.34 4.25 40 D + CG + S + <W 1 2.36 4.28 -2.36 3.69 -2.50 3.65 -2.36 4.45 L55 0.81 41 D + CG + S + W2> -1.85 1.56 - 5.55 - 4.65 - 4.77 -2.06 4.94 42 D+CG+S+<W2 2.08 4.97 4.80 4.64 5.56 1.83 1.50 43 D + CG + S + WPL 0.87 2.59 5.43 3.78 2.99 -1.01 2.11 44 D+CG+S+WPR 1.01 2.15 3.01 3.78 5.42 4..87 2.55 45 D + CG + E> + EG+ -4.84 2.65 1.03 9.21 1.09 3.49 1.03 -1.48 -5.41 7.68 46 D + CG + <E + EG+ 5.41 7.68 -1.03 -1.46 -1.09 3.49 -1.03 9.19 4.83 -2.66 47 D + CU + E> + EG - -5.06 -4.46 1.03 5.93 1.09 0.56 1.03 4.75 -5.18 5.87 48 D+CU+<E+FG- 5.19 5.87 -1.03 -4.74 -1.09 0.56 -1.03 5.92 5.06 -4.47 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are haled nn 1 st order :miehirnl analvsis X-Loc Grid IN left Load Hrz Right Load Hrz In ILoad Hrz Out Load Uplift Load I Vrt DoHm Load Mom cw Load Mom cew Load (-Ilx) Case (Hx) Case (-Hz) Casc (Ftz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k I (k) (in-k) in-k) 0/0/0 1-A 5.06 47 5.41 46 - - - 4.46 47 7.68 46 25/8/8 1-C - - - 3.15 17 3.50 16 4.74 48 11.32 8 50/8/8 1-F 3.33 17 3.70 16 2.80 28 9.67 3 75/8/8 1-G 3.15 1 i 3.50 16 4.75 47 11.30 7 1011510 l-K 5.41 45 5.06 48 - 4.47 48 7.68 45 File: 15-009523-02 Version: 2015.1 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. TECHNICAL INFORMATION REPORT Proposed Modifications to Family Fun Center 7300 Fun Center Way Tukwila, Washington Prepared for: M EpRiiiiiiiiiiiiiIIIII r:nmihi Min (�ontor RE CEiVED CITY OF TUKWILA JUL 2 8 2015 PERMIT CENTER m ? 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX 2 BRANCH OFFICES ♦ TUMWATER, WA ♦ LONG BEACH, CA ♦ ROSEVILLE, CA ♦ SAN DIEGO, CA s www.barghausen.com c y TABLE OF CONTENTS 1.0 PROJECT OVERVIEW 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 3.0 OFF -SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPPP) ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL 16334.001.doc 1.0 PROJECT OVERVIEW 1.0 PROJECT OVERVIEW This project is a slight modification to the existing Family Fun Center development with the addition of a 12,663-square-foot ± building along the north end of the existing building. The project site is located within a portion of the Northwest quarter and the Northeast quarter of the Southwest quarter of Section 24, Township 23 North, Range 4 East, Willamette Meridian, City of Tukwila, King County, Washington. More particularly the site is bound on the south by S.W. Grady Way, on the east by railroad tracks, on the west by Interurban South, and on the north by the Green River. The site is already completely developed and there is no detention on this project site, however, there is existing water quality in the form of a bio-filtration swale located in a flood compensatory area adjacent to the Green River. Please refer to Section 6.0 of this report for a prior report prepared for sizing the flood compensatory area and water quality facility for this overall development. With this new project there may be a slight increase in impervious surface that would be far less than 2,000 square feet, which is the threshold for requiring flow control in addition to water quality measures. The proposed building would be located over a portion of the Family Fun Center that currently has existing children's rides located on it, and which consists almost entirely of impervious surface. With this building addition there will be a 5-foot-wide ± strip of land for landscaping along the eastern side of the proposed building between the parking lot and the building. There may even be a net 0-square-foot loss of impervious surface with this development. Because of these conditions and the fact this project uses the Direct Discharge Exemption for flow control, and since there is no net increase in impervious surface there is no need for further water quality either with this development. In fact, water quality should be improved since the project is replacing pollution -generating impervious surface with non -pollution -generating impervious surface. 16344.002.doc TIR WORKSHEET KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Family Fun Center Phone Address Tukwila Project Engineer Ali Sadr Company Barghausen Consulting_ Engineers, Inc. Phone (425) 251-6222 Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse Services Subdivision / Short Subd. / UPD ® Building Services M/F / Commercia / SFR ® Clearing and Grading ❑ Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Building Addition DDES Permit # Location Township 23 North Range 4 East Section 24 Site Address NEC - Grady Way and Interurban Avenue Part4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ COE 404 Management ❑ DOE Dam Safety ❑ Structural Rockery/Vault/ ❑ FEMA Floodplain ❑ ESA Section 7 ❑ COE Wetlands ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted / Type (circle one): Full / Modified / (circle): Large Site Small Site Date (include revision Date (include revision dates): dates): Date of Final: Date of Final: Part6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design Manual 1/1/09 1 16344.001.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: Completion Date: Describe: 1�:�9�1�K�]i�iW111i•I�l'/_1►U1�I:7_11�I_�e3� 7_F91► Community Plan: Tukwila Special District Overlays: Drainage Basin: Green River Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ® River/Stream ❑ Lake ❑ Wetlands ❑ Closed Depression ® Floodplain ❑ Other Part 10 SOILS Soil Type ❑ High Groundwater Table (within 5 feet) ❑ Other ❑ Additional Sheets Attached Slopes ❑ Steep Slope ❑ Erosion Hazard _ ❑ Landslide Hazard ❑ Coal Mine Hazard ❑ Seismic Hazard _ ❑ Habitat Protection ❑ Sole Source Aquifer ❑ Seeps/Springs Erosion Potential 2009 Surface Water Design Manual 1/l/09 2 16344.001.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other EJ ❑ Additional Sheets Attached LIMITATION / SITE CONSTRAINT Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number Direct Discharge (incl. facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Flood plai n/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Blood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1/1/09 3 16344.001.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes / Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Clearing Limits ❑ Stabilize Exposed Surfaces ❑ Cover Measures ❑ Remove and Restore Temporary ESC Facilities ❑ Perimeter Protection ❑ Clean and Remove All Silt and Debris Ensure ❑ Traffic Area Stabilization Operation of Permanent Facilities ❑ Sediment Retention ❑ Flag Limits of SAO and open space preservation areas ❑ Surface Water Control ❑ Other ❑ Dewatering Control ❑ Dust Control ❑ Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Flow Control BMPs ❑ Other None Direct Discharge ® Biofiltration ❑ Wetpool ❑ Media Filtration ❑ Oil Control ❑ Spill Control ❑ Flow Control BMPs ❑ Other Existing Biofiltration Swale 2009 Surface Water Design Manual 1/1/09 4 16344.001.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASE MENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other I Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the inform on provided hL7, is accurate. _ : ,AFL (., , "'jOA �,rt)/ � i'f •� 2009 Surface Water Design Manual l/l/09 5 16344.001.doc VICINITY MAP i:za,000 M A P A in. = 2000 ft.I 0.25 °js AS miles 47.29.37' 1 C) !'1 47.29.1I' 2 4728'49' 3 1728.19' M m m a D v 72TS3' 272fi' ►J ASSESSOR'S MAP and is not guarantsed to show eccurtemeasurements0 not use for survey purposes. 135 44# C 31 ��R3; A$ c. 23 63 13 %A--3A TU. SP 3-0050 3z.55 N, 12 9403313383 12563# 28575' 59 OT 12.28 AC 213390 SF 3.94 AC 44 go qoga.69 Ac go 19'9�480 go k go ?. - 4� j5 95 6 -�o O�45 GPI 354143' 14.0 8.13 AC 2331 1-5 or 'sNK ss L 0 20070625960010 86780 SF AC — — — — --- — — 0 55 55 POR V I --li -to? 4 nNiff _3r — — -- — — — — — — — — — — — —RaiPOR . 9037 A POR. VAC. VOL. 2I 203 35-6760 9i: NP RR \Ngyi 2,954-00 LOT 1334.87 5-8-19 S 39 1 (POR.)' — — — — — — — — N 0 E . _KC _OREF SEE SW4 2;11 3'/ % 12745 UNDAKER'S INTERU S •__ ,25 THE INTERURBAN A AU-U C 141t VOL. 10155 97090 9, 1 i & 1 6ZI, 3C VOL 14146 O714, .100: TR A VACATED MAY 5, 1919 BY TOWN OF TUKWILA ?0 zo 0 POR. -------------- G SoG 6'0 sm P Lot, 2 I M'AC ------- �_ll 01- -,P 4i 110,B041599 4 4# BURY L. . AGREEPENT 9100 0 6 KC CAU.E NO. 725392 -30-731 cl), (LETTER 5 20070625900010 'WHITE - GREE RIVER L07 021 17 TUBLA is (OLD LOCATION) PC L 9- Pci 3 20379 103140937 AC k5 4P* PO r 0 9037 Soo 6?-'D cl� 1114 4 TUKWILA BLA L98-0028 z 2,4, 4�,g. O�P �(2M�. 127+33.9 4, � 0 TJ 0 155710# -30-36 110, 3.56 AC 4110', 59 �0"o 0%, 9013 1 S.C- ySQOyW5029/291 90 100, 1" 1 1�1 "--, STATE TO 980630 .17 359510# ---------- P.S.P. L. CO. 2.56 AC GO 8.25 AC - ------------ 111608 SF M "0 90-3 9092 S64-48-08E 30 4329/609 5.90 1 4 ----------- • -------------- 4- -------------- ----------- 4�- 63-------- ------- --------- �ko S42-30-02W o k ---- -- R ---- cz 8505220 sc;596089 ll __ ------------ 3.90 '3pc 9.42 4329/609 ------ S.E. BY: ------------- E. MGN. ------- -a B7=4 67, 0 0 ----------- .0 V AC. _-f PT 10513?.55 4344/115 o6 M ------- --- RD 41 -0* 140 Is5u TO .3 (BOOD M •'c' pti ----- NELSON TkD 8000 EF I03 ---------- zxs?a - ------------ ST. 0 0 613) ----- S j 53RD •0 n� jv9CTION LANDSCAPE AREA• -----P 73 - z 0 y3J �O 1 '0 0 o 0 Sl 910 30 :, - ------- � 1p8 - ----------- 1 5 o "as VS.60 3W 5,• S SO, ?o $D AC o 41 yr 10G sc o, 'v PCL 1 PCL 2 N 89 E 166.28 4612/233 ----------- 0 z 30'! 30 C4- ' 40 i 41 —4 87,21 9 198585 SF 1,01, or? 4.56 AC 0 .0 Z 1-34 61.- 149350 3.6 AC SF FEMA MAP 97026' 15" 122013'07" trrtkA1Vt: UAlt Ur COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL: Revised May 16,1995 to update map format To determine if flood insurance is available, contact an insurance agent or - call the. National Flood Insurance Program at (800) 638-6620. APPROXIMATE SCALE IN FEET 600 0 500 j NATIONAL FLOOD INSURANCE. PROGRAM FIRM. FLOOD INSURANCE RATE MAP IKING . COUNTY, . WASHINGTON AND INCORPORATED AREAS PANEL 978 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) I i CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KENT; CITY OF ' ' 00080 0978 F RENTON, CITY OF, 530088 0978 F TUKWIIA, CITY OF. 530091 . 0978 F MAP NUMBER 53033CO978 F MAP REVISE®: MAY 16,1995 a o Federal Emergency Management Agency r- ELEVATION REFERENCE MARICS REFERENCE ELEVATION MARL: (FEET NGVD) DESCRIPTION OF LOCATION PM330 30.60 A chiseled square in southeast corner of the southerly walk evingwall on the part Dent Bridge over Groan River, 11 feet east of centerline of sidewalk, 7 feet north of concrete Bight Pale. Established by CH2M HILL, Inc. PM331 33.51 A chiseled square in angle point on the northeast wingwall of the concrete Interurban Avenue bridge over Green River in Tukwila. Established by CH2M HILL, Inc. RM333 25.01 A nail in the top of the northeast wingwall of the 1-405 Bridge over Black River'.' RM334.- 11.95 A railroad spike on the east face of a large power pole 30 'feet west of centerlino of Black River, 50 feet south of the centerline of 16th Street. Established by CH2M HILL, Inc. RM335 28.34 A chiseled square on the highest point of a large rock on northerly side of bike path of the northwest of Christensen Green Belt Park in Tukwila, 120 feet south of the Sfrander. Boulevard Bridge over Green River. Established by CH2M HILL, Inc. RM336 31.96 P9 nail and shiner set in southwest corner Ofwoad wI ngwaII on the street railroad bridge over Green , River, 0.30 mile south along the river from the Strander Boulevard Bridge over Green River. RM337 27.09 A 60-d spike in southwesterly face of 48-inch cottonwood tree on left bank of Green River 100 feet from northeasterly corner of large concrete building., 25 feet east of bike path north side of pond, 3,200 feet north along left bank from South 180th Street -SW 43rd Street. Established by CH2M HILL, Inc. RM338 12.30 Railroad spike 3.3 feet up south face 27th Street; first power pole on north side SW 27th Street; first Power pale east of Springbr.00k Creek. Established by City of Renton Public Works Department. RM339 21.79 Chiseled square on top of concrete curb on east side of driveway to house '.number 15.1.E SIM.. 43rd _._ .on.. end of concrete curb and.29,5 feet south of south face of house. Established by City of Renton Public Works Department. P.M340 32.49 A chiseled "+" in top southwesterly bale at southwest corner of wood arch footbridge over Green River, 7.5 feet west of centerline bridge deck, 1,200 feet south of South 180th Street -SW 43rd Street, 600 feet west of SR lei. Established by CH2M HILL, Inc. RM347 22.24 The north bolt of the fire hydrant which is 50 feet oast of Reliable Distributor, Inc., building and 100 feet south of South 100th Street. Established by U.S. Geological Survey, 122015'00" 47028'07" t-- ONE AE (EL 20) Y—M, ZON g z o z w SOILS MAP USDA United States Department of Agriculture NRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for King County Area, Washington April 17, 2015 Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/portal/ nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (hftp:// offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (hftp://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. M Contents Preface....................................................................................................................2 HowSoil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 King County Area, Washington.......................................................................12 Ng —Newberg silt loam................................................................................12 Ur —Urban land...........................................................................................13 W—Water....................................................................................................13 References............................................................................................................14 4 How Soil Survevs Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil - landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Al Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 M AZ,bT oZZT co N O O U) C O In WA M,JS,bT oZZT z 7 OTbLSZS �[_-Arkni�Vt.IL7��i LS4�iF�iLlS �ir.�iT Z 7 h ON 0669SZS M,SZ ,bT oZZI z z in a � v R fi' a � v co O N U N Li m X N ER O Ln Q� CL O M Ln � V CCj _N a m o a m o� 0 z M,LS,bT oZZT ci a� m o o m M O C C O N C) U m N (N06 N 0T M UC ca3 UcaO NM O U L -'° o E QI wNN a N° . 0 a O UU� po Cl N O O U) m NN E C CM E O -O E U) u - O?w _YaCNI 0 . Z m C U m ` In a) -0 NU N.0 O N - a) OE m0.U)fn O) N a) o2.1 mmEm fa Z o NCD �Z m N w om E o �G o am E E U NW M M 0 a' mM ° 3� m Lb j O U E r m L U N �O a) C f6 N N N a) N ° tC a O T > L O° C N 3 ?: U m U .. O Co w >, O m O Co Q 3 C O-- N >' C m c °- O E a m z � s �'m Nt ° ayi a.2 ID C" E o = c y n ° � E 0 0 op a) N o ca oQ ym m C sY.«Na) U) O UC Q O aa) �ymU)w UN Lca iN CL (D N ca Q. m c. CO a) m m CO co (D o v t� c a) > N U m cs N w d Co `° °° T o CF � o c m �U) w i� � o —� Q� � ov a y E c" L E o� � E `6'vo a' o oc 0 ° o mom. N C C E +t.+ N co U U) �6 N U C` f6 O- N (n N m N pCl) '� a) L f6 C N f6 0 U N p a) p m O y. L U 0 7 0 s L F- W E a N a E to U o 'a Q U I- fn cn In o N I- u N N N p C > > m a n ti U t m N UO 6 _N ; C = y 'aQ ~ co p apamy L Q CO a a oo Q wrn U y U N O fa mO . UO > O U > g 5 O _oj ,o Q c CL m � o W J N QO rn N a C Q o In a p as G E 2 v m d J a N ayi m - N m a v � r � � 2 a CL 3 'p 2 o a 7 3 N ., O N 3 a) w o o W a a a d o 0 d T p o O m (nCl >. _m co r Q p li p O O 5 � = Q t p � c O w >, a� o o O m T w > > 'a a3 N a) U a) -Y C N - N U N `1 p 0 O C O o a5 O (� R C > C_ N o C > C U "O CU Q (n (A fn '� f� DO U U C7 U' J J m 2 Q Q cn fn V) Cl) W U) d a c � A CL 02 °' Q to C•1 Custom Soil Resource Report Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ng Newberg silt loam 0.1 0.6% Ur Urban land 21.9 88.7% W Water 2.6 10.7% Totals for Area of Interest 24.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit', and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to.separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report King County Area, Washington Ng —Newberg silt loam Map Unit Setting National map unit symbol: 1 hmth Elevation: 30 to 3,000 feet Mean annual precipitation: 18 to 60 inches Mean annual air temperature: 50 to 54 degrees F Frost -free period. 150 to 210 days Farmland classification: All areas are prime farmland Map Unit Composition Newberg and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Newberg Setting Landform: Flood plains Parent material: Alluvium Typical profile H1 - 0 to 10 inches: silt loam H2 - 10 to 60 inches: very fine sandy loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Depth to water table: About 36 to 48 inches Frequency of flooding: Occasional Frequency of ponding: None Available waterstorage in profile: High (about 9.2 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (noninrrigated): 3w Hydrologic Soil Group: A High (1.98 to 5.95 in/hr) Other vegetative classification: Soils with Few Limitations (G002XN502WA) Minor Components Puget Percent of map unit: 10 percent Landform: Depressions Briscot Percent of map unit. 5 percent Landform: Depressions Woodinville Percent of map unit. 5 percent Landform: Depressions 12 Custom Soil Resource Report Oridia Percent of map unit. 5 percent Landform: Depressions Ur —Urban land Map Unit Composition Urban land. 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 W—Water Map Unit Composition Water., 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. 13 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wpstportal/nres/ detai I/national/so i Is/?cid=n res 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. hitp://www.nres.usda.gov/wps/portaV n res/deta i I/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/ portal/n res/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portaVnres/detail/soils/ h om e/?cid=n res 142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detai I/national/landuse/ra ngepasture/?cid=stelprdb 1043084 14 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. hfip://www.nres.usda.gov/wps/portal/ n res/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www. nres. usda.gov/wps/portal/nres/detail/national/soils/? cid=n res142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 15 SENSITIVE AREAS FOLIO 10, 2423049053 10 1 N k Ln, �.. SENSITIVE AREAS I Ki 'I. --` I.,"l Property Layers Parcels D Environmentally Sensitive Areas Erosion hazard (1990 SAO) Seismic hazard (IM SAO) Landslide hazard (1990 SAO) Coat mine hazard (1940 SAO) Stream (1990 SAO) class 1 — class 2 perennial ^— class 2 salmonid — class 3 * unclassified 'Netland (1990 SAO) Sensitive area notice on title ,-a 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: This project development will continue to discharge into the same conveyance system this area of the site currently does and has direct discharge into the Green River. Core Requirement No. 2: Off -Site Analysis. Response: No Off -Site Analysis is required for this project as it is an existing development with direct discharge into the Green River as shows up fully on the topographic map prepared for this project. Core Requirement No. 3: Flow Control. Response: This project is exempt from flow control due to the fact that there is direct discharge to the Green River lying approximately 100 feet ± north of the project site. Core Requirement No. 4: Conveyance System. Response: Since there is no net increase of impervious surfaces there is no change for the most part to the runoff characteristics from the project site. Therefore, there is no reason to further analyze the conveyance system on this project site. Core Requirement No. 5: Erosion and Sediment Control. Response: Since this is modifying an existing site it is not anticipated there will be any exposed soil for very long requiring erosion control measures. Once the children's rides are removed, a building pad will be constructed and runoff from the site will sheet flow over impervious surface. Core Requirement No. 6: Maintenance and Operations Response: This project will concur with all maintenance and operations requirements of the City of Tukwila for projects of this nature; however, it is not anticipated that a new manual would be required because the current Operations and Maintenance Manual for the project site will more than suffice for this new project. Core Requirement No. 7: Financial Guarantees and Liability. Response: This project will concur with all financial guarantees and liability requirements of the City of Tukwila for projects of this nature. Core Requirement No. 8: Water Quality. Response: This project will utilize the existing water quality feature on the overall development, which is a bio-filtration swale in the flood compensatory area of the existing site. This bio-filtration swale was sized for the overall development and is more than enough to treat runoff from this developed site since there is no net change in impervious surface contributing to it. 16344.002.doc 2.2 Analysis of the Five Special Requirements Special Requirement No. 1: Other Adopted Area -Specific Requirements. Response: There are no known other adopted area -specific requirements to the best of our knowledge applying to this project site. Special Requirement No. 2: Flood Hazard Area Delineation Response: With the Green River there is a levy already provided along the river and the ordinary high water mark as well as the floodplain for this river do not exceed the banks of the river in this area. Please refer to the FEMA map accompanying this report. Special Requirement No. 3: Flood Protection Facilities. Response: This project does not propose to modify or construct a new flood protection facility. Special Requirement No. 4: Source Control. Response: This is a commercial site and source controls applicable to what currently exists at the project site will be utilized, which is having the trash enclosure covered, sweeping the parking lot on a regular basis, and educating the owner about the proper use of pesticides and fertilizers. Special Requirement No. 5: Oil Control. Response: This project is not considered a high -use site; therefore, this Special Requirement does not apply. 16344.002.doc 3.0 OFF -SITE ANALYSIS 3.0 OFF -SITE ANALYSIS No Off -Site Analysis was prepared for this development since the entire site drains by direct discharge into a flood compensatory area immediately adjacent to and draining to the Green River less than 100 feet from the project site. This is a redevelopment project and the City is already well aware of the downstream drainage course on this development. 16334.001.doc EXISTING CONDITIONS MAP PTV PP GPPE� ORDINARY HIGH WATER MARK AS MEASURED W THE FIELD ON 3-31-2015 HORIZONTAL DATUM - NAD83(2011) THE BASIS OF BEARINGS FOR THIS SURVEY IS NAD83(2011) BASED ON A LINE BETWEEN WSDOT MONUMENT ID NO. GP17405 AND WSDOT MONUMENT N7 ID NO. 5371 TAKEN AS SOUTH 34'49'31" EAST. VERTICAL DATUM - NAVD88 THE VERTICAL DATUM FOR THIS SURVEY IS NAVD88. WSDOT MONUMENT ID NO GP17405. BEING A FOUND WSDOT BRASS DISK IN CONCRETE ON FIST SIDE, NEAR THE END THE 66TH 5 S AVE S. OVERPASS WAS HELD FOR ELEVATION BEING 58.67 VS FEET. OVERPASS BEING / PROCEDURE / NARRATIVE A FIELD TRAVERSE USING A'TOPCON OS" TOTAL STATION, 'TOPCON GR5" AND "IDS RANGER' DATA COLLECTOR SUPPLEMENTED WITH GPS AND FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. THE RESULTING DATA MEETS OR OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. DATES OF SURVEYS: FIELD SURVEY BY BARGHAUSEN CONSULTING ENGINEERS, INC. CONDUCTED IN MARCH 2O15 TAX ACCOUNT NUMBERS: 242304-9063 PROPERTY ADDRESS: 7300 FUN CENTER WAY, TUKWILA, WA 98168 SURVEYORS NOTES: 1. UNDERGROUND UTILITIES AND FEATURES DEPICTED HEREON ARE / BASED ON FIELD OBSERVATION, MARKINGS, DEVELOPMENT PLANS, AND/OR AVAILABLE RECORD DOCUMENTS ONLY. THE TRUE LOCATION, NATURE AND/OR EXISTENCE OF BELOW GROUND FEATURES, DETECTED OR UNDETECTED, SHOULD BE VERIFIED. 2. ALL DISTANCES ARE IN US FEET PARCEL 2 3. BOUNDARY SHOWN IS PER CITY OF TUKWILA BLA NO. L07-021, Rd. NO. 2007062590DO10. N%VP' NO THIS IISY S CURRENT IMI ED AREA SURVEEYWAS �FOR RTHIS SURVEY. INFORMATIONAL PURPOSES C8� if O p625 OOp%O P0. 20 SURVEYOR'S CERTIFICATE: Pea TO THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY UPON WHICH IT 6 yA 9 pf MASy USED WERE MADE BY ME OR UNDER ADIRECTION AND CORRECTLY R 3l REFLECTS THE CONDITIONS OF THIS SITE AS OF THE DATE OF THE FIELD SURVEY. �,. 4/9/2015 tAi4'- � q 400 T 6 0 �� WASHDATE INGTON REGISTRATION NO, 40016 �`rjOyACAST L LANW sAi,' m 4/9/2015 © POWER VAULT 19 SURREY MONUMENT (AS MID) F7T FIDEPIME VAULT + ¢ SECTION C -00 (AS NOTED) WATER VAULT 0 FND. SUM MARKER (AS NOTED) �aW�{ @10 STREET LIGHT LOT UCHT X{ YARD NMT OR LAMP lYAM METER CONCRETE-0-POWER POLE WIRE GRAVEL TRAFFIC SI(YLI. a• PEXSTRMN PUSH BUDON _SS_- SANRARV SEWER LINE ® JNCIKIN BOX (J90Y) -SD S IRM DRAWAGE LINE (D TOAPlm KARIM (TMH) 0 CATCH BASIN (CB) CHAIN UNK FENCE 0 STORM MANHOLE (SDMH) -//- WOOD FENCE O SANITARY SERER MANHOLE (S.) `a- "• %T FENCE GMAWJ RALL / HAND RAIL ® SANITARY SORER CUONGUF (SEMI GAS METER (04 -W- WATER WA PAINLMARKS OAS VALVE -I- GAS VIA PAN.PAN WhWyy pM WATER VALVE W -T(UG)- TELEPHONE VIA PA'NTMARKS SQ FIRE CONXILTION (FPSP) -P(DG)- POWER VIA PAINIMPRKS f� ® FIRE RNRANF (MD) WAATER METER (l4M) MANHOLE ) -�ql) d�` OVERHEAD POTHER UN6 4 SPRMOER �f •�A EVERGREEN TREE W/SITE 0 IRRGATIOT BOX (M) YY pQ IRRIGATION VALE (IRR) O DEODIAIUS TREE W/Sff SWN NOTE NOT ALL SYMBOLS WILL APPEAR IN THE DFAW4M w Q w w LINE (3-311--2-2015) ORDINARY HIGH WATER MARK AS MEASUREDIN THE 5 O ON 3-31 -2012015 WATER LINE /// (3-31-2615) N5520'35"E // •\� 1��\� 51.46 ORDINARY HIGH WATER MARK ' AS MEASURED IN THE FIELD ON 3-31 -20152015 SOUTHERLY LINE OF RIVER PROTECTION CASEMENT REC. NO- 20050223000003 .,c ///---CHAIN LINK / FENCE / THIS AREA NOT SURVEYED .•♦ GATE A1eL CHAIN LINK FENCE CATCH BASIN o W RIM - 31.15 F. 6' PVC SE - 28.14 6' PAC NW . 28,14 �Gg}C T2t i ---SO `SO to CATCH BASIN RIM = 31.62 �g5 8' PVC WNW = 28.48 a. PVC E=29.08 CHAIN LINK s'doFENCE 'w } � 25.64' so / CATCH - SD ' RIM =31.451.45 CATCH BASIN RIM 31.40 8' PVC ENE - 29.44 8' PVC NW = 28.86 / GREASE TRAP(?) J RDA = 31.84 (NOT DIPPED) CHAIN UNK FENCE e 95W RIM .SCA�HB (NOT DIPPED) 1 CATCH BASIN RIM = 31.36 R. ADS E - 28.68 YARD DRAIN 1 . - RIM - 3219 (NOT DIPPED) YARD DRAIN ., RIM - 31.96 ••) (NOT DIPPED)/ • \ ;•/{ EXISTING BUILDING PARCEL 3 ND 0125�00110 ... �.. 2 . � PEG• NO LIMITED TOPOGRAPHIC SURVEY A PORTION OF THE NWY4 & THE NEY4 OF THE SWY4 OF SEC. 24, TWP. 23 NORTH, RGE. 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON s. ORDINARY HIGH WATER MARK n" �AS MEASURED IN THE FIELD \ / ON 3-31-2015 a oy 9G 00 � yG A=20'11'41°`�i =1860.08� �1 N G4 v� c,SFy 4) Ws E S I 40 0 15� 30 60 SCALE: 4jo > 11M& t I*P UN /. UG11i CATCH BASIN HID %, RIM = 31.24 (NOT DIPPED) CATCH BASIN RIM z 30.84 15" ADS S - 27.86 6' ADS ENE - 27.77 18' ADS NW . 27.56 8' PVC W - 2799 CATCH BASIN RIM . 30.49 15'ADS N=27.99 12' ADS S 27.99 6' ADS E = 26.05 8'PVC W=28.12 PoWER / POLE CATCH BASIN `GNl RIM - 31.59 R (NOT DIPPED) ei I GUY _ POWER POLE V' WIRE. I�GI L07 OGHT co � wLU Cr) CC: O =D 2)C v Q Z 0 Z �c 0- z Z J I.-O = N �= O 1- Z J cc V U 0 LU S y 0. co � Q 0 U- IIx LU F_ z LU V Z !L C� C Q LL 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN As mentioned previously, since there is no net loss of impervious surface with this development flow control is not a requirement for this project site. The threshold for requiring flow control would be if 2,000 square feet of new impervious surface was being created with this overall development. This is a redevelopment project and there is not more than 2,000 square feet of new impervious surface with this project. Therefore, flow control is not a requirement. Water quality currently exists at the project site in the form of a bio-filtration swale in the flood compensatory area of the overall site. 16344.002.doc GRADING AND DRAINAGE PLAN CALL BEFORE YOU DIG- 1-800-424-5555 mEr LEGEND SURVEY MONUMENT PROPOSED TYPE II CATCH BASIN IX. POWER VAULT © PROPOSED TYPE I CATCH BASIN IX. WMINAIRE (CUNT.) A ���--!! m PROPOSED STORM DRAW FLOW ARROW EX. LOT UGHT X( PROPOSED STORM DRAINAGE UNE PROPOSED TRENCH DRAIN IX. POWER POLE o PROPOSED SANITARY SEWER LINE EX. JUNCTION BOX ® PROPOSED SANITARY SEWER CLEANOUT EX. CATCH BASIN (CB) ❑ PROPOSED WATERMAN W EX. CATCH BASIN (CB) TYPE 2 ® PROPOSED FIRE HYDRANT 4E ;of IX. SANITARY SEWER O MANHOLE (SSMH) PROPOSED WATER VALVE —►F— IX. GAS METER 12 PROPOSED CONCRETE BLOCKING EX. GAS VALVE D4 PROPOSED 90' BEND --F� IX. WATER VALVE (WV) PROPOSED SPOT ELEVATIONS EX. FIRE HYDRANT (FH) R MAIL Box EXISTING SPOT ELEVATIONS EX. WATER METER ® EXISTING CONTOURS EX. SIGN a PROPOSED CONTOURS EX. WATER UNE _____________ EX. SANITARY SEWER UNE -____-- EX. STORM DRAINAGE LIKE EXISTING PAVEMENT EX. POWER UNDERGROUND EX. POWER OVERHEAD "1ONJ- PROPOSED PAVEMENTSm , IX. METAL FENCE IX. WOOD FENCE —// PROPOSED CONCRETE EX. CONTOURS UTBJTY CONK 1CT NOTE CAUf1W THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION �Y DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CAVING UTILITY LOCATE O 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING TGNEERS, NC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT. OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET SZ P.O. BOX 47060 OLYMP6,6 WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGLETFRED LAND SURVEYOR AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR COVER SHEET FOR FAMILY FUN CENTER A PORTION OF THE NWY4 & THE NEY4 OF THE SWY4 OF SEC. 24, TWP. 23 NORTH, RGE. 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON / i cc Im O � LL LL UJ LL o� HORIZONTAL DATUM — NAD83(2011) a THE BASIS OF BEARINGS FOR THIS SURVEY IS NAD83(2011) BASED ON A UNE BETWEEN WSDOT MONUMENT ID NO. GP17405-AND WSDOT MONUMENT ID NO. 5371 TAKEN AS SOUTH 34'49'31" EAST. VERTICAL DATUM — NAVD88 THE VERTICAL DATUM FOR THIS SURVEY IS NAVD88. WSDOT MONUMENT ID NO GP17405. BEING A FOUND WSDOT BRASS DISK IN CONCRETE SIDEWALK ON EAST SIDE, NEAR THE SOUTH END OF THE 66TH AVE S. OVERPASS WAS HELD FOR ELEVATION BEING 58.67 US FEET. PROCEDURE / NARRATIVE "TOPCON "TOP( Q A FIELD TRAVERSE USING A OS" TOTAL STATION, N 'IDS W GR5" AND RANGER" DATA COLLECTOR SUPPLEMENTED WITH CPS AND FIELD NOTES WAS PERFORMED. ESTA13USHING THE f u U ANGULAR, DISTANCE, BETWEEN THE MONUMENTS, PROPERTY LINES, Z Q AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. THE RESULTING J DATA MEETS OR OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. DATES OF SURVEYS: ?" FIELD SURVEY BY 6ARGHAUSEN CONSULTING ENGINEERS, INC. J CONDUCTED IN MARCH 2O15 C r TAX NUMBERS: LL 9oCOOUNT 63 PROPERTY ADDRESS: 7300 FUN CENTER WAY, TUKWILA, WA 98168 SURVEYORS NOTES: 1. UNDERGROUND UTILITIES AND FEATURES DEPICTED HEREON ARE BASED ON FIELD OBSERVATION, MARKINGS, DEVELOPMENT PLANS, AND/OR AVAILABLE RECORD DOCUMENTS ONLY. THE TRUE LOCATION, NATURE AND/OR EXISTENCE OF BELOW GROUND FEATURES, DETECTED OR UNDETECTED, SHOULD BE VERIFIED. 2. ALL DISTANCES ARE IN US FEET 4 dY ■aa 3. BOUNDARY SHOWN IS PER CITY OF TUKWILA ELLA NO. L98-0028, REC. NO. 9806309017. NO CURRENT TITLE WAS REVIEWED FOR THIS SURVEY; THEREFORE, NO EASEMENTS OF RECORD, IF ANY ARE ' SHOWN HEREON. THIS IS A LIMITED AREA SURVEY FOR INFORMATIONAL PURPOSES Pam• 25672 4 ONLY. CISIEAE_@ Big INDEX TO SHEETS o s g � Cl OF 5 COVER SHEET s • � �C2 OF 5 EXISTING CONDITIONS MAP M s 11\1U\U\11\tl � e � C3 OF 5 PRELIMINARY TEMPORARY EROSION o g' AND SEDIMENTATION CONTROL PLAN Lei C4 OF 5 PRELIMINARY GRADING AND STORM V) DRAINAGE PLAN a W C5 OF 5 CONSTRUCTION NOTES AND DETAILS a o N 00 1 om10In a N Q I I z n N W) z L1 OF 1 LANDSCAPE PLAN , z N N Ywd UN E Q 0 i E /// [ES e �Im CALL BEFORE YOU DIG- EXISTING CONDITIONS MAP 1-800-424-5555 FOR FAMILY FUN CENTER 1'=20' A PORTION OF THE NWY4 & THE NE)/4 OF THE SWY4 OF SEC. 24, TWP. 23 NORTH, RGE. 4 EAST, W.M. 0 10 20 40 CITY OF TUKWILA, KING COUNTY, /WASHINGTON^ w, WATERLINE /�j (3-31-2015/ AS MEA>�NTFE FiLD )� / // ON 3-M-2Di5 ORDINARY HIGH WATER MARK j% / AS MEASUREON D W THE FlEID '^ AS R MEASURED IN TWICE MARK FIELD ///// / �/\\ �G 7- (3ON 3-41-2015 WATER LINE -31-2015)1 / �•T'3D ////// / /�/ \ N77.30'35'E 1//// `• /j� - /� / \\\ \\\ SWIM - \\\-00 4wl =� ��` \/� 4 -'• �/ / J Its .w=186D.o6• �' —� = __ / o -� _�� ___` � — �i ----_-_ TRITE � '- --. LINK CE . � % � � SOUTH MN rv,e.. •.:; N FAS \\ 0 / SETBACK EX fl/ASIN TYPE \ y, / RW�133 2\ ^ CATCH BASIN,/7f /' IX'�•a' IE=26.79 (18- ` K W C / _ RM=31.58 _ vm / .w IE=26.84 IE=27.04 (1 (18' WE) GS / p LINK .NO GS 4 \ SIN A r- a c z o W U Z U OLL LL 0 J W GATE /\ N • � CHAIN LINK Os \ ` M�Ey. CATCH BASIN RIM 30.84 \ •\.. ` _ \ ����/ \ SD �. 15' ADS S - 2T86 C Z'' -:;�:: •F'.": !% �\ w 6" ADS ENE = 27. .Q,• - _ \ CATCH BASIN ° 16' ADS NW = 27.56 '" \ P. s o _ - 29.87 \ \ ' P✓C W = 27.99 0 &. $ 6' } CATCH BASIN' (NOT DIPP.FSO) �\ ; \ \ T UCHL BURIED _ , -yl; '\ 1 \ \ 1 ,';' BATCH Brsi �\F\X 2.r E �,,`�" -,,•\, \ \ \ \ems AOS'E /X E1L CATCH Q I J1S9BASIN = Z LL TIM 31. i,; / / \ '\ (NOT DIPPED) N Z UTLnY 00NRjar NOTE / / _ _ R M=31.59 Al \'.( \ / a O N aN0 ¢ (8. NW) / YARD GRAIN \ ,•, p 00 N n Z9 2 " w THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION DIMENSION, AND DEPTH / / / / 0 1 ' �Ippm9 \ / - \ . CATCH WIN N Q I I z OF ALL DUSTING UTIUEIES WHETHER SHOWN ON THESE PLANS OR NOT �'t' POTHOLING THECAUMN , \ `` .6 ; \ RIM = 30.49 UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. / \ \ 75' ADS N = 27.94 t N N z� THIS SHALL INCLUDE CALLING UTILITY LOCATE 9 1-DOO-424-5555 AND THEN POTHOLING _ /L �•, ' ADS s = 27.99 50 I- J ALL OF THE DUSTING UI1L1TI6 AT LOCATIONS OF NEW UNUTY CROSSINGS TO PHYSICALLY TCH TYPE _ ,\ . / ��f- e" \\, 6.: I 'tl " \ `+\� / 8 E _ \ `, / W N N z VERIFY WHETHER OR NOT CONFUCTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE RW=2 23 _ \ 1 / :.y ,. "" ` e' = 2e.12 0�� .00 - PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IE=21.9 (1 NE) / _ /- n, _ - �W\ Qe IF CONFUCIS SHINED OCCUR. THE CONTRACTOR SHALL CONSULT RARGHAUSFN =2t.61 5' EX ARD- CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH O •,' Y/!/(\ IE 21.9 (12•BYc•�t:� 1� CONSTRUCTION. - - IN =.279;. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE / - - -^� i`v •• POLE W IN N AND ASH GfON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING ,•C /� W 3i 1., J Z REPUCING ALL SURVEY MONUMINTATION 7HAT IdICATI SE AFFECTED Rf CONSTRUCTION 1�^�� \ EX CUE ! G WIRE u ACTIVITY PURSUANT R WO 3 APPLICATIONS APPlFOR PER MUST RE COMPLETED BY F N Q .+'s . . mow' I Iv Y _ REGISTERED R. PI.ICATIO S ED REMOVE MONUMENTSMAY LAND SURVEYOR. T AP N R PERMITS TO FN AT 'Sh l b- y RESOURCES, BE OS, OR FROM THE G HEIR ON SPATEDEPARTMENTTEEHE OF (206) 9 T. / ?,�• / p`\ c =' a RESOURCES, OR 8Y CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190: ',. � WASHINGIDN SPATE DEPARTMENT OF NATURAL RESOURCES 5`Yv PUBLIC LAND SURVEY OFFICE_ ,�. � •. � /� ,I � 0 C Till WASHNGTON STREET S.E / •-` Xa/ %/ ���'• \ - PO BOX 47060 ^-'"'�: ^j.� \ \ Ol.Y1dPIA wrslwcroN 96so4-7osD y� '.:. .�.: - EXISTING BUILDING , UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED. REMOVED, OR - CATCH '^--: �. • .: "r,.� , \ p+� "`ss `o 43 DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR AT THE COST AND - =30.20 �K ¢, -'� w 4•. �' Y. \ ..•:'. ; LOT" E o AT THE DIRECTION OF THE CONTRACTOR. PURSUANT TO THESE REGULATIONS THE _ IE=25. APPROPRIATE FORMS FOR REPLACEMENT OF SAID 40NUMENfATION SHALL ALSO BE THE 95 - "g (2. RESPONSIBILITY OF THE CONTRACTOR. 29.44 1e' `'„i is Eit / ,°•,�'�`' )E GS / I Or CALL BEFORE YOU DIGIT 1-800-424-5555 0A DEMOL MON/T.ES.C. KEYNOTES: O7 EXISTING CATCH BASIN/YARD DRAIN TO BE ROVED. 2O EXISTING SANITARY SEWER CLEANOUT TO BE REMOVED. O3 EXISTING CONCRETE SIDEWALK TO BE REMOVED. ® WALL OF EXISTING BUILDING TO BE REMOVED. OS PROVIDE CATCH BASIN PROTECTION ON ALL EXISTING CB, ADJACENT TO CONSTRUCTION PER DETAIL ON SHEET CS. © EXISTING GATE/FENCE TO BE REMOVED. WITH CONTRACTOR SMALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY. PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLENON OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SUENEYOR. AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR. PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MDNUMETBATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. PRELIMINARY TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN FOR FAMILY FUN CENTER A PORTION OF THE NWY4 & THE NE)/4 OF THE SWY4 OF SEC. 24, TWP. 23 NORTH, RGE. 4 EAST, W.M. I In z Q z oCL w z 5 O r w 2 0 LL F J_ LQL z Z_ 2 W J co w H Y- BA ��d T WA 90 . 25672 p ye '� PI STLR�' �•t`` 'TVONAL ENS' e z Z oo��s o Z W :D o W N !L s Z ON P, iK Z .0 w N 3 C4 � N N ZW CALL BEFORE YOU DIG 1-800-424-5555 1'-20' 0 10 20 40 Irm— CONSULTING ENGINEERS, INC. "TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMRS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY. PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHNGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE lilt WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA. WASHINGTON 985D4-7060 UPON COMPLETION OF COFISTRUCRON, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE ROUGED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR PRELIMINARY GRADING AND STORM DRAINAGE PLAN FOR FAMILY FUN CENTER A PORTION OF THE NWY4 & THE NEY4 OF THE SWY4 OF SEC. 24, TWP. 23 NORTH, RGE. 4 EAST, W.M. c Q0QQ J Z CL W as U �Z Z LL >- g :3 o Lu cc - zQ U Z J LLLL 3: r LL N zs LN z Ll co N r- O Z M GO N Q I I z 3 N N W Z z N Y JyV sb�� 2 a z W 1 S' i r I Xulw �r rr:A 0%0 a -4- .W Al't :a • 'A 'Won. -,Ain ;cs zx�, Imm Am "W�m M-w p 00 CVt" Unrl 00 ple. '—�, MA !A -Al, ipw, t AY M 0 .v -Ax �--Yq lvz,wumwsi ON a VA9W-,-m" A4 IA:- x-'N 'vV4- tj,W"3$M 4.1,N MQA P w*0- ' 4-4" I-M -.4-4 iN Vg VT -tm?tv N M, KI 4i 7 1C " k, c P; z a 'w t1tr .^Z=KMA& MOP 14MA WOMA-1 COMMA trite rlvLxlc�: lk. Z- cm R ' &on swy cot"" z ow ?;l n kmw"w M.A# nay Wwn 19 A 4 Z. 4 -A t 4 J, C a h f QF , r j i7C1 9 q04. 1 W,, .ww Qis: e w .6040w,02iw V4s lu.,4 cmrrx ?i NUM..+. 4 1"W Ip 4o—A, W, -4s-- re v 4, -3v I Iv -Q aw 4 flv w So A--v*-I 4 -A p J-,4v MACY" V--v -1- z A= E: gong CUA Cit JNUMM k(rAG QO(TAIA' WSWIVIOM V b0E.LOW CiL INE AM �' IIHE 06, IHE ehW OL 5t, S3 il(KE' It E-191' MW 14D. DE I vV-0-LEPE, k 1 LANDSCAPE PLANTING PLAN, LEGEND AND GENERAL NOTES FOR K o FAMILY FUN CENTER r=2o� A PORTION OF THE NWY4 & THE NE)/4OF THE SWY4 OF SEC. 24, TWP. 23 NORTH, RGE. 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 0 10 20 40 ♦ ,( y / , I had lam? 51 0 \ o LANDSCAPE PLANT MATERIAL LEGEND SIZE \ \r SYMBOL BOTANICAL COMMON NAMES CONDITION REMARKS Ott. �. s 0 Q PRUNUS IAUROCIRASUS 'OTTO LUYKEN' 15'-18' HT. MIN. FULL AND BUSHY 07 / /\ OTTO LUYKEN LAUREL 3' O.C. _ h ® NANDNA DOMESTICA / MOON DAY 18- HT. MIN. 3 CANES MIN., FULL AND BUSHY, 23 �// 0 'b.� ��`` //' EXISTING HEAVENLY BAMBOO 2' O.C. MATCH HEIGHT & FORM O hl X O �ry,6 /� POND c \ c 4 / GROUNDCOVERS: Ado ti�a / �'o`` i �A O COVER lb o / 0 \ o ARCTOSTAPHYLOS WA-URSI / 1 GAL. 30' O.C. HOLD 12' FROM BORDERS, SHRUBS AS RFA'D O KINNIKINNICK AND TREES O 0 6AFG \ NOTE PLANT QUANTITIES WITHIN THE ABOVE LEGEND ARE FOR CITY AND LANDSCAPE CONTRACTOR'S REFERENCE ONLY. PLANT SYMBOLS SHOWN ON PLAN(S) SUPERSEDES PLANT QUANTITIES NOTED IN LEGEND. GENERAL LANDSCAPE PLANTING NOTES .`q ° X , 1. AN IRRIGATION SYSTEM IS TO BE DESIGNED AND INSTALLED (DESIGN/BUM) BY THE LANDSCAPE CONTRACTOR, LANDSCAPE CONTRACTOR SHALL SUBMIT IRRIGATION SYSTEM DESIGN TO OWNER AND/OR LANDSCAPE ARCHITECT FOR REVIEW, COMMENTS AND APPROVAL jr � 'o C) < O'' �IY <G <G �.47c o e=2vs1•a1• - � =1860.08/' L=655.fi1' •MJ pow O n os tt— i PROPOSED BUILDING \ ° ADDITION FF=32.41 \ ` ,, SD \ \ \ SD 0/ Ql0l o EXISTING �A.— BUILDINGw. ; IE o S a 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN As mentioned previously, no conveyance calculations are prepared with this development as there is no change in the flow rates contributing to the downstream conveyance system. 16334.001.doc 6.0 SPECIAL REPORTS AND STUDIES PREVIOUSLY PREPARED REPORT FOR THE OVERALL SITE PREPARED BY BARGHAUSEN CONSULTING ENGINEERS, INC. DATED MARCH 16, 1998 0 OUR JOB NO. 6125 MARCH 16, 1998 Ir Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH �HaV KENT, WASHINGTON 98032 (425) 251-6222 o �!Zs`<,��V�� yr CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES �N6 ENG�� INTRODUCTION The civil engineering section of this report will provide a breakdown of the technical requirements for the development of this project. A listing of the special permits will be addressed with the goals and objectives to achieve the recommendations and requirements of the overseeing agencies. The project development is located within Section 24, Township 23 North, Range 4 East, Willamette Meridian, King County, State of Washington. More specifically, the project is located in the northeast corner at the intersection of Interstate 405 and Interurban Avenue, south of the Green River, in the City of Tukwila. The project is bounded by Interurban Avenue to the west, Grady Way to the south, Burlington Northern Railroad to the east, and the Green River to the north. The development of this project consists of a Family Fun Center development along with a proposed hotel and a future development to be determined at a later date. The requirements, as set forth by the City of Tukwila, based on King County design criteria, will be to provide detention storage for the on -site storm drainage runoff based on a 100-year/7-day storm event, in addition to flood storage compensation for the portions of development that infill the portion of the existing site utilized currently as flood storage area. We will be proposing to provide a riverbank cut -back and a habitat pond to meet these requirements. An on -site storm drainage conveyance system will be developed to direct all drainage toward the river cut -back area. We propose to install a drainage splitter device which will direct a portion of the flow into a treatment feature with the rest bypassing directly into the river. Treatment of the on -site storm drainage runoff will be provided in the form of a biofiltration swale which will treat the 2-year post -developed design conditions. This biofiltration swale will be located within the new portions of the riverbank cut -back area. A Shoreline Substantial Development Permit will be obtained based on the requirements by the City of Tukwila, adopted from the King County Shoreline Management Act of 1971, for development extending within the 200-foot shoreline setback landward from the existing mean high-water mark of the Green River. The mean high-water elevation has been determined to be elevation 18.0, as shown on the FEMA documentation within the appendix section of this report. Site layout for the entire project has been developed to meet this criteria. No development will occur within 40 feet of the mean high-water mark (high impact environment), no structures will be built 60 feet beyond the high impact environment (low impact environment), and structures no taller than 35 feet will be constructed within the 100-foot shoreline setback. -1- 6125.008 [BS/kn/sm] DESIGN CALCULATIONS As previously mentioned, the design parameters for the proposed development, as set forth by the City of Tukwila, will be to provide storage for the 100-year/7-day storm event and compensate for removal of the existing flood storage area located on site. The total site area for the development is approximately 14.4 acres, 2.1 acres of which is existing flood storage area, as outlined within the storm drainage calculations located within the appendix of this report. The actual flood storage elevation, as determined by FEMA maps, is indicated as being elevation 21.7. All areas located on site below this elevation are considered to be flood storage area. The total amount of rainfall for a 100-year/7-day event has been determined to be 7.25 inches, as indicated on the 100-year/7-day isopluvial map located within the appendix of this report. Together with this information, the calculations for the amount of storage to be provided is approximately 479,765 cubic feet. Credits in the amount of 311,185 square feet for existing structures, pavement, gravels, and grasses yield a total of 187,989 cubic feet of credit to be subtracted from the required storage. The result of this calculation requires a total of 291,776 cubic feet of storage to be provided within the riverbank cut -back and habitat pond locations. Upon preliminary design of the habitat pond, we are yielding approximately 278,000 cubic feet of storage, and approximately 18,000 cubic feet of storage within the biofiltration Swale located within the riverbank cut -back area. These two features alone yield 296,296 cubic feet of storage volume. This will provide the adequate storage required for the project development stipulations. The riverbank cut -back area will provide additional storage area over and above the requirements for the project. Exact calculations of the total storage provided will be determined once the final design of all these features has been established. Treatment for the on -site storm drainage runoff will be provided through the use of a biofiltration swale located within the riverbank cut -back area. This biofiltration Swale is designed to meet the requirement for treatment of the 2-year/24-hour post -development storm event. The swale will be approximately 200 feet in length and 5 to 10 feet in width along the bottom, and will slope to the west at approximately 0.5 percent. A flap gate that meets the requirements of the Department of Ecology standards will be provided at the outlet point to the biofiltration swale from the on -site drainage system to prevent influx from high river flow events that would infiltrate into the on -site drainage system. We have provided a detail of this structure within the appendix section of this report. During storm events greater than the 2-year/24-hour, on -site storm drainage is exempt from being treated and will be released through the bypass drainage system designed up to the 100-year/24-hour storm events. During these higher stages, depending upon the level of the river due to release rates from the Howard Hanson Dam, the biofiltration swale may be submerged for a period of time that would make it, inoperable. During these events, though, the function of the biofiltration swale is not required. -2- 6125.008 [BS/kn/sm] ORDINARY HIGH-WATER MARK The basis for establishing the lowest elevation of our bank cut -back design is based on establishing the elevation of the ordinary high-water mark along the river side of the project. We intend to propose the riverbank cut -back section down to an elevation just above the ordinary high-water mark to provide our detention and flood storage compensation for the on -site requirements. On March 3, 1998, Mr. William Railton, certified professional wetland scientist (#245 SWS) met with Mr. Gary Shulz, urban environmentalist with the City of Tukwila, on site to collectively determine the ordinary high-water mark of the Green River adjacent to our development. Mr. Railton and Mr. Shulz agreed that the ordinary high-water mark was an obvious break in the vegetation separating the river water line from the natural habitat. Mr. Railton and Mr. Shulz inserted a wire pin flag at the agreed -upon location, and contacted Barghausen Consulting Engineers, Inc., to request a survey of this flag to certify the elevation and establish the constraints of our riverbank cut -back depth. We directed a survey crew that afternoon to tie this flag in. The resulting effort confirmed an elevation of 8.41 as representative of the ordinary high-water mark. Confirmation of this survey can be located in the appendix section of this report. Please reference the Wetland Resources section, Riverbank Restoration and Habitat Enhancement Biological Analysis, of this report for further discussion on the establishment of the ordinary high-water mark. -3- 6125.008 [BS/kn/sm] RIVERBANK CUT -BACK The institution of the riverbank cut -back development will provide multiple functions to serve the development of this project. Primarily, the function of this riverbank cut -back will be to provide for on -site detention and flood storage compensation away from the proposed development. Secondly, this cut -back will provide a source for habitat enhancement that will benefit fish and wildlife species. Please refer to the Wetland Resources section, Riverbank Restoration and Habitat Enhancement Biological Analysis, for further discussions of this topic. Thirdly, the act of "widening" the river provides more surface area for river flow, which reduces velocities to aid the upstream migration of fish habitat. Construction of this riverbank cut -back will be developed in stages in order to provide a beneficial environment for natural habitat throughout the course of construction operation. The first phase will begin approximately April 1, 1998, with the installation of erosion control measures that will protect the river from construction and any valuable existing native plant material that will remain intact once construction of this project has been completed. Phase 2, beginning approximately June 15, 1998, will begin riverbank excavation. The contractor will increment cuts to 15-foot sections so that bank stabilization measures can be implemented in a cooperative manner. Please refer to the Geotechnical section of this report for stabilization design. At the same time, construction of the habitat pond will begin under the same phasing routine. Please refer to the Habitat Pond section of this report for further discussion. During the course of the Phase 2 operations, we propose to install wood snags along portions of the riverbank to provide a protective refuge for salmonid rearing and protection. These permanent wood snags will be placed in a manner that the root wads will extend below the ordinary high-water mark with the trunk of the tree being placed across the cut bank shelf or along the existing bank and anchored by using rocks and posts with cable ties. Please refer to the Wetland Resources section, Riverbank Restoration and Habitat Enhancement Biological Analysis, for further descriptions and details of the log structure, intent, and anchoring procedures. In the third phase of this project, beginning July 1, 1998, rough grading operations will be complete, and stabilization and hydroseeding of the exposed slopes will be implemented. Please refer to the Landscaping section of this report for further discussions on vegetation replacement of the riverbank area. -4- 6125.008 [BS/krn/sm] HABITAT POND The new habitat pond will serve as a multi -functional facility, as will the riverbank cut -back section. The primary function of this facility will be to provide storage for on -site detention and flood storage compensation. This feature also allows us to create as a fish habitat pond with emergent and native shrubs with special habitat features. Log structures will be placed intermittently around the base and on the banks of this facility to provide further habitat features and resting areas for salmonid species. Please refer to the Wetland Resources section, Riverbank Restoration and Habitat Enhancement Biological Analysis, for further discussion. As previously noted, the construction of this facility will be performed in phases as described in the Riverbank Cut -Back section of this report. Rock walls will be placed within the banks of the pond to allow for a deeper channel pond for fish habitat, and provide an opportunity to create a more natural environment. A function of this habitat pond will be to provide protection for fish habitat during higher river flow events. As the river water recedes in elevation, the water from the habitat pond will recede back into the river so as not to entrap any fish habitat that may be present during these higher stages. The mouth of this connection to the Green River will be at an approximate elevation of 4.0. This elevation is 4.41 feet below the established ordinary high-water mark. The bottom of the habitat pond will be at an approximate elevation of 6.0. Due to the depth of the habitat feature being below the ordinary high-water mark, we anticipate that a Nationwide 27 permit from the U.S. Army Corps of Engineers will need to be obtained. This permit, in part, will allow activities in the waters of the United States associated with the creation of wetlands and riparian areas on private land with notification to the U.S. Army Corps of Engineers. -5- 6125.008 [BS/kn/sm] APPENDIX TION wwwW ��W <¢¢«< »>-_ OOOCO 6�ileil�il W's WNQQwN�- JWI�JL= SEW v a IRM c G Z "Ilk /'C7//_S(� .7TJfi'I /%/;.�;•,.,�Fi� [. /lLCULfs%i��i'/S i ��,�%"�� : Ufa:.%.!'r S��/fa. Gc' Fa/% /tea %•�'�� 4.4J� S�a,etis E- vrvT !�h%O �'o�:f!< �5%iT� .��F `'c�r�or.=G, ar- 6yis;�-•t/6 �c000 J;T ,e.46 e- On/- .firms Gidnt/= TGlAc = 6z6, 66Z,07 T1,7-,46 cco0o Sr, •w�� o�i si,� = Z./i�c = /�! ivf �F)� %,?�,n;J�f) /00 CAGCc�G�'-.rF"c TOTAL SylJ?�66c �EC2u�/lf? [/NCt� �LLb/� JTGrtk'G�' (�p,�,�fj�/fi¢�/UM% 626, 6 82. 67 x ;7- z5" = 378, 62o. yz c-- /0/,/V-5, y7- 9, 7 g yz c,- Sutsr/ c.T G1fv1--< -cix !/,5,- N6 /r!fe?'v�ays >;*t X-71'-'--e ; -:5 raC7tu%'rS 6 /no % = 3O, 2 60_ S SS .5;-- = 30, 260. 8-' .1539 !/Cn/E%✓r C /OO 5/0 f//, /r}O. 00 i s d �!/, /90.00 6�.Qss�s Zo90 _ 3Yo 798.07 80 S� 979, 74 s XZ - /8 9By_ 36 = 29/, 7-76 , 06 c.- �'6.LCui� 1• S:J/�A'<f` �rtGt-/if.�2•%- GAG- CMG r.� C f✓: /p - = 78, Z96 CF ri!<•i"%z: %/'P �/rt,f .Sl./AC � - !:_` tom) C./ 275;7�6 2761 Zp6-00 ;--' Z5/, 776, O -- 0,- 2/23/98 10:58:36 am Barghausen Engineers page 1 Family Fun Center Storm Drainage Calculations BASIN SUMMARY BASIN ID: 'A' SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 2 YR/24 HR. POST-DEV 12.00 Acres TYPElA 2.00 inches 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 4.28 cfs VOL: BASEFLOWS: 0.00 cfs PERV AREA..: 2.40 Acres CN.... . 86.00 TC.... . 6.30 min 1.59 Ac-ft TIME: 480 min IMP 9.60 Acres 98.00 6.30 min FROM :KPFF ENGINEERS SEA TO, 2064313665 1994.• 12-20 03:43PM #470 P.02/0S _ _ •� 7 0 i5 � r_.:. 0.0 105 I I.0 I1S Z0 6S twq tuo.. r N 11.0 110 1 S.0 r ' `� �• ; � `fir- '_ - � •. .i16' 1.5 100-YEAR 7-DAY ISOPLUVIALS _ ' ` -� � ' West King County 1s.o 1s.0 7s Total Precipitation in Inches 83 r .0 o I;hi, (1•t,, ( li.�t a :, ! ' •I r 9.0 9.s = ' 1 10.0 IIS20 lit 1110 10S 0 1 2 3 4 5 6 7 a WaL Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: family fun Comment: biofiltration swale design Solve For Bottom Width Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Depth............ Discharge........ Computed Results: Bottom Width.... Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 3.00:1 (H:V) 3.00:1 (H:V) 0.027 0.0500 ft/ft 0.30 ft 4.28 cfs 2.21 ft 4.58 fps 0.93 sf 4.01 ft 4.11 ft 0.40 ft 0.0165 ft/ft 1.67 .(flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 FEMA MAP 100 YEAR ELEVATION EXHIBIT 122 47°28'07" 40 7FT 0 j LLJ 0 w 77 4 • ul w 4 j cl L) > Z cr .. . . . . .. . . . . 0 LL o z - 1. - 30 ......... . 30 4. 4. 7 1 Vic J. j 0 L 20 2 —T .4 J. L i i., a . . . ... . . . . . . . . 0— ;_J > 10 Z. I.— lo ul T' 0: 44— . . . . . . . ... .. co): Lu L 4. Azu 0 ui z - 7 W :4 0 7 7 > 0 w ut 7;. 10 -10 AD ..r T. AE3 Ac 1 r LEGEND 500 -YEAR FLOOD 100 -YEAR FLOOD 50 -YEAR FLOOD - - - - - - - 10 YEAR FLOOD 7 _.. _ -' : `_.. - - _.. STREAM BED T 0 I zi- B V S CROSS SECTION LOCATION 10.2 10.4 1 .. 0.6 10.8 1 11.0 11.2 11 - .4. 11.6 11.8 12.0 12.2 12.4 12,6 12.8 STREAM DISTANCE IN MILES ABOVE MOUTH 2 2 P > O 70 z - 0 E { :3 ........... ........... 20 cc LU m 10 :. _._ :...__.. .. �.. .. -10 x iu Ln F z F— O z Q Q Q- w O co 0 aC F CI OCLU co cr.'.: x : F = AE AF AG AH oa zw z� i ... LEGEND 500 -YEAR FLOOD 100 -YEAR FLOOD 50 - YEAR FLOOD — — — — — — — 10-YEAR FLOOD STREAM BED I • I W X Y z : AA AB AC AD CROSS SECTION -- LOCATION 1 T.6 11.8 12.0 12.2 12.4 12.6 12.8 13.0 13.2 13.4 STREAM DISTANCE IN MILES ABOVE MOUTH Cf) LLJ E.tJ Uj t.c.t <.qt t� EdJ C.0 U z w Q z t� w d g d w 0 C7 LLi } C7 C7 zui v [r 0C-D O YU Z w a J � a d cc w 0 w ,L 35 P Fee.-27-98 12 24P FLAP GATE DETAIL--. .. TA��=-4�I UMAL INUM >is 0 A DRAINAGE (FLAP) GATES SPIGOTSACK, FLATBACK OR FLANGEBACK SIZf-:S 12" - 84" • SEATING HEADSTO 40 FEET. • A CORROSION -RESISTANT RUST -PROOF AUTOMATIC DRAINAGE GATE DESIGNED FOR USE WITH ALUMINUM CORRUGATED PIPE, OR FOR FLANGE MOUNTING • PREVENTS ELECTROLYSIS ASSOCIATED WITH CAST IRON GATES TO ALUMINUM PIPE CONNECTIONS. J-BtJLB NEOPRENE ADJUSTABLE SEATS PROVIDE EXCELLENT SEALING AGAINST RETURN FLOW, FRAME, COVER, RETAINER RING, HINGE ARM, AND PIVOT LUG ARE OF ALUMINUM ALLOY 6061- T6. GATE HARDWARE IS STAINLESS STEEL, HEAVY DUTY CONSTRUCTION. SPIGOTBACK FOR MOUNTINGTO CORRUGATED METAL PIPE. (ALUMINUM, STEEL OR PLASTIC) FLATBACK FOR MOUNTING TO HEADWALL. • FLANGEBACKTO MATE WITH 25# OR 125# PIPE FLANGE. AF- . i 3PIGOTBACK Y'u, r+ f AF-41FLATBACK I P.02 C INDUSMES, INC. i• 13 Feb-27-38 12:24P P_03 AF-41 ALUMINUM DRAINAGE (FLAP) GATE m SPIGOTBACK r L. (". ■ Arl ACn1RD NARnARE eY eiia DITAACHIR TO PROYlOL CAiIKiNfi Ivri SEAL A6 REOVIW 0 A OIA 7 2 I E PIPE itigEat {evni -rl -- , QD AF-41 ALUMINUM DRAINAGE- (FLAP) GATE FLATBACK (FLANGEBACK SIMILAR BUT',.'VITI-I ASA STANDARD FLANGE DIMENSIONS) OIMENSIpN6 tN 1NCHFS Y z A B C D7 D2 E O.D. B.C. M P Q z �2"s 131/A 13%A 1U'd IIY, a •.+: 4 ITyy 1!,V, `/. 1 1 1d 118 17 12Y. ay.rg 4 20Y, 18i. YA t 2 w0 f, 19 11A 20 14 % 8'.: 0 r ,a :.! •1.:yne 25 1/$ 26% 16% 8% 8.11) 4 30 5/a 28% I . 1YA 7 ss3l >; 31 Va 32% 19Y 10% 11':{{ 4% 365/8 34N Y. 1'/a 3 37 118 M% 24 10% W xn 4% 42 518 40Y. YA I'A 3 "�4 ✓'' 43118 4G 26r135/6 I' i;8 5h 4n5/d 48 V. / 1%, 3 ey�19 <„y< 47 110 67 31 1 ''y 5%A 14 6/8 62'. Y: tY. 4 !A t +8 651/8 58 35 8Y. 605M 5e%i 5/0 2 4 611/8 64 38 if. .A G'/, 685/8 81Y. r 2 4 731/8 76 44h 171/8 7% raD/d 78`/. 5/8 7 4 a D - I' -IONS ON APPLICA I I{7N PARTS WUST No. Nante 1 Frame 2 Seat 3 katamar Ring 4 Hex Hd Buffflut 5 Cover 6 Hie AS 7 Pivot Lug 8 Hex Hd BWUNut 9 1Lkw Pin 10 ;;uxhing 11 Washer 12 Spring 1'in —L_ o I A CIA O I 1,1111 , "ILI ff At3 Ioi r DIA • I 1 � 0fa r .rI C an _ 1.31 ] 1;] Add groi it pact thickri-s to afichor tmit projection. 2. Also avaiLaDlo with flange and drilling to attorh 10 a 1261/ tilikMard pips flange. U II givul part motinhng is used add groiE thICkntxc to dimexi kiil. . 6 t NULL. I ON PRELIMINARY re !he.N PUR7051 : LINt Y A I30N0T USE IVN INSTALLAIIUP INUU5Tp1Fi INC. • 1 o f i VNI VNS PART QF r:r Still IGU A AD9RnVI U IX-Mn TAI • Feb-27-98 12:24P 140 TYPICAL SPECIFICATIONS AF-41 ALUMINUM DRAINAGE (FLAP) (TIDE) GATf:S General Tlie flap gate shall be designed to allow free outflow and prevent backflow for maximum seating heads of 40 feet. Gates shall be Waterman Model AF-41 or equal. Construction The frame shall be aluminum of flatback, spigotback or flangeback design (or oil ier specified design configuration as required) with seating surface inclined from vertical at a minimum of 2'/z° to ass+ ii o positive closure. The aluminum cover shall be attached to the frame in such a manner as to allow proper seating+ and full opening of cover. Built in stops shall be provided to prevent the cover from rotating sufficiently to become wedged in the open position. A resilient neoprene seal shall be attached to the inside of the frame opening and !.hall act as a seat for the cover to seal against. The seal shall be retained by an aluminum ring bolted or welded Io the frame. The linkage system shall be of the double pivoted type, attached to fixed pivot poilits on cover and frame. Hingelinks shall be of structural aluminum shapes. The heavily reinforced hinge arm of the Model AF-41 is fastened to the pivot lug by means of heavy stainless steel hinge pins inserted through a durable non. metallic bushing. The hinge pin is ai ranged in a double shear configuration at extremely close tolerances thus severely lim oa-latml rnoY6r'r1@rit• This, in conjunction with the protruding rubberseat (in lieu of recessed seat) insures prw.itive seating at all times regardless of the angle of tidal action. Finish Mill finish on all surfaces. Materials Frame and Cover - Aluminum Alloy 6061-T6. Hinge Link - Aluminum Alloy 6061 T6. Assembly Hardware - Stainless Steel Type 18-8. • � � INDUSTRIES, @lL. d 15 ORDINARY HIGH WATER MARK SURVEY DATA ***4*98 6125 FAMILY FUN CENTER NEC INTERURBAN & SR-405 TUKWILLAPB9## COORDINATE FILE : 6125.CRD LIST COORDINATES LIST POINT # [,THRU POINT #I 14250 PT# NORTH EAST ELEV OHW FLAG 3/4/98 CM 14250 173292.53996 1291025.08796 8.41 LIST POINT # C,THRU POINT #] 7 2-3 `-l_ —�� p I (Qli,3d I (�-OT_ j y.(r (i # Sp_ N (73 , `I S T3 "FL 1= i2' S.So__ is 1 vet 3 g - s5 zar•92—t�•4�F ! t�� �— ��D /_I�� — r--- Its,`+t-!' i one, �J ",qR eel! dJ FIaY _..... _ _..-.__----- _.-_ I i i FEMA MAP RIVER VELOCITY EXHIBIT a �TCMMMMM)MtMN NN N1t V1tf1�Dt�1ttl�Dt�0�0�0�00 Z . • . • • • • • • • . e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z O F- Q } a F=a LnWMf-Ou900•-4%TWN%AN000ONP-OON%O•-4Lr%0IT 0 W �O NM4C4C41;L4 L411 %% 1D0;ONm00 O W o N N N N N N N N N N N N N N N N N N N N N N M M 0 W z U. Q w H LLcr W W V1 03 -4 Ln DST r-NU100N,DCD T00cncn%DNM%0ON r1�D cr us r0 1r1N NMMA4TL4w%Wl%D%D%Dffl.f*-f--0000O%O% N N N N N N N N N i N N N N N N N N N N N N N N N d 0 g �u1�D�Yr-C4in00N%DO%700Men%0NM%OONN%D-4%D .i.-i N NMMM4Y ALA;OO : n0000O�a� N N N N N N N .N N N VN N N N .N N N N N N N N N N ' ZF9Lo O�M00 c� c0 00�7 O:OOf�u1N M O�uIMOIrIO��D�T 00 • • • • • uaC+Owo GWLLW♦ • • • • • • • • • • • • • , Mf M'T cn �T(n%T cn ��'T �T �TMM�TM >�.n N •--4%D%DMMV1O10 fP-N��'��D��MO71--ONN.iulM fl.400M cr% z '�„ D 000�Tf-NO-4O%Nl'M.--400%0LnN%D%.D*,7-' 00 00 %D 00 O %D ra fM f'- w a W O f- Ln O O -t O CN f-- • 4 to to %D ,t w w w O G QW Nw Nw w Nw llw Mw Nw Mw Mw cw clw Nw Nw f; Nw w NwN Nw Nw M M N M O J W p W O to f- in M 00 Ln T %.D O% 00 01 O N M •--4 N .ON Ln N •--t to NT Ln 00 •-A M 00 00 %.D f-, f-- %D O N f+l %D IT to f- vl It ID 00 t` t` -4 N -4 -4 4 -4 .--f . A _4 N _j .-1 -4 .-i 4 .--4 .-A 4 4 -4 .--4 1-4 w i NMMON-4r-CD00NOMW%DMW0'T'TMM tM�T O N M %D f� M Co N M Ln f� O% . 1 %T �T %D Ta% -t M f- O M Ln Vu o N N N N N 4N M M A A 4 c4 _T �7 ; ;t.1 to v D `D %D .--0 .--t ri .-f -4 .-4 .-4 . 4 .-4 r-4 r4 -4 -4 4 .--4 4 '-1 ri . 4 14 1-1 14 4 O N .. m Z v m 0 O Z 0 .4 a-" O 1 G v. ob +-) �M0C]Wru40 Hti a Ow0' fnE-+O>s O N d' u J-t D O 0 O U 3 v }� 3 /\ W LU LQL I� W J 3: cc W O O LL w LU cc V } V Z W � N Q Q w Z W �. Q Q � W Z Z� a :)O u V O Wu 0 kD a?CC o CC w Zi Ya Q N W -4 CC w p •� w LL �-Qfn.jw 4 7.0 OTHER PERMITS 7.0 OTHER PERMITS Other permits for this project site include a Site Development Permit and Building Permit. 16334.001.doc 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPPP) ANALYSIS AND DESIGN NOT APPLICABLE 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT NOT APPLICABLE 10.0 OPERATIONS AND MAINTENANCE MANUAL 10.0 OPERATIONS AND MAINTENANCE MANUAL As mentioned previously, no changes to the maintenance manual which currently exists for this project site are required with this new development. Water quality should actually improve with runoff from this new development and there are no changes to any stormwater facility for this project. 16334.001.doc Magellan ARCHITECTS Plan Corrections Plans Examiner: Permit Number: Project Name: Contact Person: Date: Bill Rambo/AI Metzler D 15-0191 Family Fun Center Josh Peterson 09/01 /15 Per your correction notice dated August 17, 2015: Building Department TEL 425-885-4300 FAX 425-885-4303 8383 158th Ave. NE, #280 Redmond, WA 98052 magdL mm.6itects.com Phone: (206) 431-3655 Project Number: 14-145 Phone: 425-885-4300 (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2436; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. R. See revised plans all wet signed. (BUILDING REVIEW NOTES) 1. Plan details specify footing drains on elevation and footing details. Provide additional details with specifications for construction of the footing drains. Also show where the footing drains and roof drains discharge into a designed drainage system or storm sewer. Foundation drains shall be separate of the roof drain system as specified in the Soils Report section "Drainage" page 14. R. See revised A1.2 for routing diagram and connection to storm system. Also, see 2/A4.2 for additional notes on foundation drain. 2. Please provide an egress plan for the new addition and second floor that clearly identifies all unobstructed common paths of egress leading to the exit discharge. On the egress plan, show where new egress paths shall tie into the existing buildings emergency egress system. Emergency illumination shall be provided along the common paths of egress and shall have at least an average 1 foot-candle and a minimum at any point of 0.1 foot candle measured along the path of egress at the floor level. Emergency lighting shall also be required at exterior landings or exit discharge doorways where two or more exits are required. Egress paths shall be continuous to each exit. Specified egress paths shall be the ones to be inspected for egress illumination requirements. (IBC 107.2.3 & Section 1006) R: See A0.2. Common Path of Egress max is noted in Egress Data & Occ. Loads as 75' O" • For the addition, this buildings egress is independent of the existing building and provides egress for up to 180 occupants from the existing building near the family restroom. This was formerly an exit door to the exterior and now feeds in to the egress path in the addition. This is noted in the load summary for exit width. GAProjmts-Cumw1\14\14-145 Family Fun Cents Co ..0 150824\I50901_Architax_Co .I_Ruw7> d- 14-145 9/1/2015 Page 2 of 2 • For second floor addition, the egress path for all existing rooms (outside area of work in dashed area) remains the same for exiting to the existing 2 staircases. The occupant load upstairs has increased from 387 to 467 which does not require any additional exits. The common path of travel for Lazertag is 62<75' max and we have shown that exiting from Lazertag to the exterior is 2 10'<250'max. • For egress lighting, see additional keynotes A2.6. 3. On sheet A4.1, for clarification, it would be helpful if the different details 1-4 were numbered. R: See revised A4.1 & A4.2. 4. All plan sheet provided by a design professional (engineer and architect) shall be wet stamped with wet signature. Engineer calculations may have the front sheet wet stamped and signed. Electronic copies shall not be approved. Provide architectural plans, all sheets wet stamped and signed. R. See revised plans all wet signed. Fire Department 1. Could not locate any details of the bowling lanes construction. Please submit these details, particularly how combustible void spaces beneath the lane surfaces will be addressed. R: See A2.3 keynote 5. Refer to A801 "bowling details" for addition fire blocking and protection notes. City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 17, 2015 JOSH PETERSON 8381 158TH AVE NE, STE 280 REDMOND, WA 98052 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0191 FAMILY FUN CENTER - 7300 FUN CENTER WAY Dear JOSH PETERSON, 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) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Plan details specify footing drains on elevation and footing details. Provide additional details with specifications for construction of the footing drains. Also show where the footing drains and roof drains discharge into a designed drainage system or storm sewer. Foundation drains shall be separate of the roof drain system as specified in the Soils Report section "Drainage" page 14. 2. Please provide an egress plan for the new addition and second floor that clearly identifies all unobstructed common paths of egress leading to the exit discharge. On the egress plan, show where new egress paths shall tie into the existing buildings emergency egress system. Emergency illumination shall be provided along the common paths of egress and shall have at least an average 1 foot-candle and a minimum at any point of 0.1 foot candle measured along the path of egress at the floor level. Emergency lighting shall also be required at exterior landings or exit discharge doorways where two or more exits are required. Egress paths shall be continuous to each exit. Specified egress paths shall be the ones to be inspected for egress illumination requirements. (IBC 107.2.3 & Section 1006) 3. On sheet A4.1, for clarification, it would be helpful if the different details 1-4 were numbered. 4. All plan sheet provided by a design professional (engineer and architect) shall be wet stamped with wet signature. Engineer calculations may have the front sheet wet stamped and signed. Electronic copies shall not be approved. Provide architectural plans, all sheets wet stamped and signed. FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Could not locate any details of the bowling lanes construction. Please submit these details, particularly how combustible void spaces beneath the lane surfaces will be addressed. 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. 6300.Cnuthcenter Rnulevard ,Suite #700 a Tukwiln Wa.chinntnn 9R/RR • Phnne 206-431-3670 • Far 206-437-3665 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, Bill Rambo Permit Technician File No. D15-0191 63nn .Cnvthnantnr Rnulavnrrl.Cuity #inn • T7,f" iln Wnchinotnn 9RIRR a Phnna ?06-431-3670 a Fnr 7n&,dQ I-3FFi Reid iddleton September 29, 2015 File No. 262015.005/00803 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Family Fun Center - Addition (D15 0191) Dear Mr. Hight: e 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. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our second plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. For Engineers Northwest drawings, these revised sheets are SO.1, 50.2, 51.1, S2.2J, 51.2, 52.1, and 53.1. For Butler drawings, these revised sheets are Sheets 1 to 16, 17A, 17B, 17C, 18 to 27, B-01465, B-081765, B-090002, P-800189, P-080212, P-080570, P-080572, P-080573, B-080576 to P-080578, P-080847, P-080876, P-080949, P-081111, P-081167, P-081243, P-081531, P-081532, P-081537, P-081543, P-081584, P-081672 to P-081674, P-081768, P-104544, P-105533, P-107134, and P-GAI. 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: 1. Concrete mix designs. 2. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, Inc., dated April 21, 2015. The following is a summary: EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila September 29, 2015 File No. 262015.005/00803 Page 2 1. Site excavation and grading. 2. Installation of shoring system, where applicable. 3. Overexcavation for placement of structural fill. 4. Construction dewatering, where applicable. 5. Placement of structural fill and soil compaction. 6. Verification of soil -bearing capacity. 7. Placement and compaction of foundation wall backfill. Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated structural steel members and steel structure will be fabricated by registered and approved fabricators. The following is a summary: 1. Concrete placement at concrete construction, including concrete topping at steel floor decks: continuous. See also IBC Section 1705.3. 2. Reinforcement at concrete construction, including headed shear studs at steel floor decks: periodic. See also IBC Section 1705.3 and Sections 2.2 and D.1 of ACI 318-11. 3. 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. 4. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. 5. 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. 6. Adhesive installation of concrete reinforcement: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 7. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. 8. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. 9. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5 and 1705.2 and AISC 360-10 Section N5. 10. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. 11. Welding of steel threaded rods: periodic. See also IBC Section 1705. 12. Installation of headed shear studs at cold -formed steel floor decks: periodic. See also IBC Section 1705.1.1. Reid iddleton Mr. Hight, Building Official City of Tukwila September 29, 2015 File No. 262015.005/00803 Page 3 13. Installation and fastening of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2. 14. 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. 15. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. 16. 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. 17. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.3. 18. Anchorage of electrical equipment for emergency and standby power systems: periodic. See also IBC Section 1705.11.6(1). Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete, including, concrete topping at steel floor decks, for specified compressive strength, f,', air content, and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 5.6. 2. Chemical tests to determine weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where reports of material properties to verify weldability are not available. See IBC Section 1705.12.1 and Section 1.3.4 of AWS D1.4-98. 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: 1. 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 ACI 318-11 Section 21.1.5.2. 2. Submittal of reports of material properties from the manufacturers verifying compliance with AWS Dl .4 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 iddleton Mr. Hight, Building Official City of Tukwila September 29, 2015 File No. 262015.005/00803 Page 4 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 the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 5. Submittal of certificates of compliance from the fabricators of prefabricated structural steel moment frames 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 the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at 0 degrees-F as determined by the applicable AWS A5 classification test method. 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 4.2.1.3 of AWS D1.1-10. Enclosed are three sets of stamped Engineers Northwest drawings, three sets of stamped Butler Building drawings, two sets of Engineers Northwest revised calculations, one set of original Engineers Northwest calculations, two sets of Butler Building revised calculations, one set of original Butler Building calculations, and the geotechnical report. 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 Alan D. Findlay, P.E. Project Engineer Enclosure cc: Josh Peterson, Magellan Architects (by e-mail) Bert Pschunder, GeoEngineers (by e-mail) Jose Parada, Engineers Northwest (by e-mail) Ed Osborne, Butler Manufacturing (by e-mail) Rachelle Ripley, City of Tukwila (by surface mail and e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\\o\26se\plan review\tukwila\15\t008r3.doc\adf ReidMiddleton ReidMiddleton September 11, 2015 File No. 262015.005/00802 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second. Submittal Family Fun Center — Addition (D15 0191) 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. Some of the previous review comments (letter to the city of Tukwila, dated August 25, 2015) have not been addressed completely in the recent submittal. The comments below supersede the previous review comments and outline the remaining issues. The permit applicant should address these comments. The numbering system from our previous letter has been retained for your reference. Responses to -the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the architect and structural engineers respond and resubmit four full-sized sets of the revised Butler drawings and four sets of revised loose sheets of the Engineers Northwest drawings as well as three sets of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. No additional comments. Architectural No additional comments. 2. No additional comments. 3. No additional comments. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila September 11, 2015 File No. 262015.005/00802 Page 2 4. No additional comments. Structural General 1. Sheet SO.1 has text that is printed over other text, such as the heading 'Abbreviations' overwriting the notes to the mechanical and electrical trades. Sheet SO.1 should be revised and resubmitted for review. See IBC Section 107.2. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. 6. No additional comments. 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. No additional comments. 11. No additional comments. 12. No additional comments. 13. No additional comments. Foundation 14. No additional comments. 15. No additional comments. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila September 11, 2015 File No. 262015.005/00802 Page 3 Vertical 16. No additional comments. 17. No additional comments. 18. No additional comments. 19. No additional comments. 20. The Engineers Northwest drawings do not appear to include details regarding the proposed girders to the exiting columns. The drawings should be revised to include these connection details and resubmitted for review. See IBC Sections 107.2.1, 1604.2, 1604.4, 1605.2, and 2205.2. It is not clear how one goes from Sheet S1.2 to Detail IO/53.1 or Detail I I/53.I. Furthermore, both details are unclear if they may be used for the proposed framing connecting to the existing framing; there is no text indicating this condition and the line weight appear to indicate only new members. Lastly, Detail 11/S3.1 refers to "Section 6/53.2". The submitted drawings do not have a Section 6/53.2. Hence, this comment is unresolved. Further, it is unclear how the skewed W21x44 and W27x94 connect to the exiting columns and interact with existing connections along Grid 4. Please clarify the design intent. See IBC Section 107.2.1. Lateral 21. With respect to the Engineers Northwest drawings, Sheet S 1.1 and Detail 4/52.1 indicate that 1-inch-diameter threaded rods are to be used for the foundation connection along Grid 1. Per the Butler drawings, Sheet 3 and Detail D 10 indicate 3/4-inch bolts are to be used along Gird 1. The Butler drawings should be coordinated and the revised drawings submitted for review. See IBC Sections 107.2.1, 1604.2, and 1604.4 22. No additional comments. 23. No additional comments. 24. No additional comments. Reid iddleton L Mr. Jerry Hight, Building Official City of Tukwila September 11, 2015 File No. 262015.005/00802 Page 4 25. No additional comments. 26. No additional comments. 27. The submitted Butler Sheets 17and 19, as well as Detail BR02K1, indicate the tensile force passes through the threaded portion of the rods. Based on our review, it appears that for a 1-1/4-inch-diameter rod, there is a 23 percent reduction in the gross area of steel. The calculations do not appear to account for this reduction in area, but the calculations do appear to indicate the proposed tension -only rods are overstressed well in excess of 5 percent when this reduced area is considered. Further, the calculations do not appear to consider AISC 341- 10 Section F 1.6a requirements for the connection of the brace to the structure, including the connection to the foundation. Substantiating data, such as additional calculations, should be submitted for review with respect to the connection ability to meet the ordinary concentrically braced frame requirements. Please see IBC Section 1604.2, 1604.4, 1605.2, 1605.3, 1609.1.1, 1613.1, and 2205.2.2. 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 Alan D. Findlay, P.E. Project Engineer cc: Josh Peterson, Magellan Architects (by e-mail) Bert Pschunder, GeoEngineers (by e-mail) Jose Parada, Engineers Northwest (by e-mail) Ed Osborne, Butler Manufacturing (by e-mail) Rachelle Ripley, City of Tukwila (by surface mail and e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\\o\26se\plan review\tukwila\15\t008r2.doc\adf Reid iddleton Reid iddleton AUG 27 2615 August 25, 2015 Community File No. 262015.005/00801 Development Mr. Jerry 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 Family Fun enter - Addition (D 15 0191) 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 and structural engineers respond and resubmit four full-sized sets of the revised drawings and three copies of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated April 21, 2015. See IBC Sections 1705.6 and 1803. The following is a summary: a. Site excavation and grading. b. Installation of shoring system, where applicable. c. Overexcavation for placement of structural fill. d. Construction dewatering, where applicable. e. Placement of structural fill and soil compaction. f. Verification of soil -bearing capacity. g. Placement and compaction of foundation wall backfill. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741.3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 2 Architectural 1. Structural submittals required prior to issuance of the initial permit. Portions of the structural design have not been included by the applicant or structural engineer, as part of the submittal to the city of Tukwila. The architect should recognize that the city of Tukwila will require approval of these submittals before the issuance of the initial permit. Please see below for a list of these submittals that are required for the initial permit. The following is a summary: a. Design of the sprinkler system, especially with respect to the location and weights of the system so that the Butler building design may account for this gravity and seismic loading. 2. 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 should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. See also structural general comments below. The following is a summary: a. Concrete mix designs. b. Design drawings for attachment of mechanical and electrical components to the structure, and support by the structure. See also IBC Section 1613.1 and Section 13.2 of ASCE 7-10. 3. The Magellan and Engineers Northwest drawings are unclear as to the required sprinkler loading, collateral loading, and HVAC loading to which the Butler building is to be designed. This information should be made clear to allow for review. We are aware of Sheet A2.5 indicating the location of the HVAC units and Sheet SO.1 indicating sprinkler weights, but not locations of the sprinkler lines. See IBC Sections 107.2.1, 1604.2, and 1604.4. 4. The proposed structure does not appear to be integral with the existing structure, but the Magellan and Butler drawings are unclear as to the seismic gap that is required. Please revise the drawings indicating seismic gap or indicating how the existing and proposed structure are to be integral with each other. The proposed design may need to be revised. Please verify. See IBC Sections107.2.1 and 1613 as well as ASCE 7-10 Section 12.12.3. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 3 Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated structural steel members and steel structure will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: continuous. See also IBC Section 1705.3. b. Reinforcement at concrete construction, including headed shear studs at steel floor decks: periodic. See also IBC Section 1705.3 and Sections 2.2 and D.1 of ACI 318-11. c. 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. d. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. e. 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. f. Adhesive installation of concrete reinforcement: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. g. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. h. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. i. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5 and 1705.2 and AISC 360-10 Section N5. j. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. k. Welding of steel threaded rods: periodic. See also IBC Section 1705. 1. Installation of headed shear studs at cold -formed steel floor decks: periodic. See also IBC Section 1705.1.1. ReidMiddleton Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 4 in. Installation and fastening of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2. n. 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. o. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. p. 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. q. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.3. r. Anchorage of electrical equipment for emergency and standby power systems: periodic. See also IBC Section 1705.11.6(l). 2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete, including, concrete topping at steel floor decks, for specified compressive strength, fi', air content, and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 5.6. b. Chemical tests to determine weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where reports of material properties to verify weldability are not available. See IBC Section 1705.12.1 and Section 1.3.4 of AWS D1.4-98. 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. See also the structural general comments below. The following is a summary: 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 ACI 318-11 Section 21.1.5.2. b. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where ReidMiddle Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 5 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. 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 certificates of compliance from the fabricators of prefabricated structural steel moment frames at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. f. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at 0 degrees-F as determined by the applicable AWS A5 classification test method. 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 4.2.1.3 of AWS D1.1-10. 4. The V.it and Vasd wind load design data in the section of the structural notes on design loads, Sheet S0:1 and Sheet 1, should be revised to be consistent with Risk III type structure. Our review indicates the V„it and Vasd values may be as high as 115 mph and 91 mph respectfully. See IBC Sections 1603.1.4, 1609.1, and 1609.3. Also, see http://www.atcouncil.org/windspeed/ for more information. A note should be added to the section of the structural notes on concrete reinforcement, Sheet SO.1, specifying submittal by the contractor, owner, or owner's authorized agent to the building official of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See IBC Sections 107.3.4.2, 1705.12.1, and 1901.2 and Section 3.5.2 of ACI 318-11. 6. The specified compressive strength, f is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet SO.1, should be revised by specifying f',, for structural strength and the exposure Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 6 classes for durability. We recommend a table listing f, and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px) and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and ACI 318-11 Sections 4.1.1 and 4.2.1. See www.nnnca.org/P2P for more information. Note that ACI 318-11 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design ... and who is in responsible charge of the structural design." 7. Special inspection is required for the fabrication of prefabricated steel structures on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of' the structural notes on structural steel structures, Sheet SO.1, specifying submittal by the contractor, owner, or owner's authorized agent to the building official of certificates of compliance from the fabricators of the steel structure at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.2, and 1705.2. 8. The filler metal producing welds at members and connections of the seismic -force resisting system are required to meet minimum requirements for Charpy V-notch - toughness, which are specified in welding procedure specifications. A note should be added to the section of the structural notes on steel, Sheet 1, specifying submittal by the contractor, owner, or owner's authorized agent to the building official of welding procedure specifications verifying these requirements. See IBC Sections 107.3.4.2 and 2205.2.2, Section A3.4 of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.2.2 and 4.2.1.3 of AWS D1.1-10. 9. Headed shear studs at cold -formed steel floor decks, which are specified at Details on Sheet 53.1, are required to comply with AWS D1.1. The drawings, however, do not specify these requirements. A note should be added to the section of the structural notes for structural steel, Sheet S 1.0, specifying the requirement. See IBC Section 2205.1 and Sections A3.6 and I1.3 of AISC 360-10. Note that stud material is required to comply with ASTM A 29, which replaces ASTM A 108 in AISC 360-10 (Section A3.6) and AWS D1.1-08 (Section 7.2.6). Refer to Section 7.3.1 and Table 7.1 (Type B) of AWS D1.1. 10. Detail 5/53.1 indicates Number 4 reinforcing steel that is to be ASTM A 702. We presume this is a typing error and the design intent is for the reinforcing steel to be ASTM A 706. Please clarify and resubmit Sheet 53.1 for review. See IBC Section 1604.2 and 1604.4. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 7 11. Sheet SO.1 indicates Ie of 1.0 and the Site Class of D. Per the submitted Engineers Northwest calculations, as well as the submitted geotechnical report, the Ie should correspond to a Risk Class III type structure, and the Site Class should be noted as E. Please revise the drawings to be consistent with the submitted calculations and reports, and resubmitted for review. 12. Sheet 1 of the Butler drawings indicates Risk Category of II, Collateral Gravity load of 5.00 psf, a Seismic Importance coefficient of 1.00, and a site coefficient of (soil type) of D. This information conflicts with the submitted GeoEngineers report and Engineers Northwest drawings. The Butler drawings should be revised to be consistent with the values indicated in the submitted report and Engineers Northwest drawings, and resubmitted for review. 13. The Magellan and Engineers Northwest drawings are unclear as to the required sprinkler loading, collateral loading, and HVAC loading to which the Butler building is to be designed. This information should be made clear to allow for review. We are aware of Sheet A2.5 indicating the location of the HVAC units and Sheet SO.1 indicating sprinkler weights, but not locations of the sprinkler lines. See IBC Sections 107.2.1, 1604.2, and 1604.4. Foundation 14. Sheet SO.1 reference a geotechnical report from Professional Service Industries, dated May 24, 2000. This report appears to be an old report. The submitted report for the project is from GeoEngineers, dated April 21, 2015. Sheet 50.1 should be revised to indicate the latest report and resubmitted for review. See IBC Sections 1604.2 and 1604.4. 15. Sheet S 1.1 J has several locations where Detail 2/50.3 is indicated. The submitted set does not include Sheet 50.3. Please revise to clarify the design intent and resubmit for review. See IBC Sections 107.2.1, 1604.2, and 1604.4. Vertical 16. Sheet S 1.2 indicates cantilevered beams between Grids Y.1 and Y.3. The submitted calculations appear to model the back -span beams as simple composite beams; see beams 240 to 242 in the calculations for example. Due to the cantilever nature of the beams and the negative moment, modeling the beams as simple composite beams does not appear appropriate. Please provide substantiating data, such as additional calculations, that indicate the proposed Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 8 cantilevered beams have the design capacity to resist the required IBC loadings. The proposed design may need to be revised. Please verify. See IBC Sections 1604.2, 1604.4, 1605.2, 1605.3, and 2205.1. 17. The Engineers Northwest beam calculations do not match the beam sizes shown on Sheet S 1.2. Examples would be beams 222, 224, and 225 of the calculations not matching the beams and number of studs and cambers shown on the drawings. Please coordinate the drawing and calculations and resubmit for review. See IBC Sections 107.2.1, 1604.2, 1604.4, 1605.2, 1605.3, and 2205.1. 18. Sheet 51.1 and Detail 8/52.1 are unclear as to the size and wall thickness of the proposed HSS column. Please revise the drawings clarifying the design intent and resubmit for review. See IBC Sections 107.2.1, 1604.2, 1604.4, 1605.2, and 2205.2. 19. Detail 8/53.1 appears to have a typing error with respect to the weld callout. The welding note appears to indicate a CR. weld. We presume the design intent was to have the text read CP for complete penetration welds. Please clarify the design intent and resubmit the sheet for review. See IBC Section 107.2.1 and 1604.2. 20. The Engineers Northwest drawings do not appear to include details regarding the proposed girders to the exiting columns. The drawings should be revised to include these connection details and resubmitted for review. See IBC Sections 107.2.1, 1604.2, 1604.4, 1605.2, and 2205.2. Lateral 21. Sheet 4 of the Butler drawings indicates the anchor rod length and embedment are to be designed by others. The Engineers Northwest drawings indicate the anchor rods are to have 1.25-inch diameter. a. The drawings sets should be coordinated and resubmitted for review. See IBC Sections 107.2.1, 1604.2, and 1604.4. b. Substantiating data, such as additional calculations, should be provided that indicates the proposed anchor rods have the design capacity to resist the required IBC loadings. See IBC Sections 107.2.1, 1604.2, 1604.4, 1609.1.1, 1613.1, and 1901.2 as well as ACI 318-11 Appendix D. 22. Details 4/52.1 is unclear as to the size, diameter, and grade of anchor rod. The detail should be revised to clarify the designer's intent and resubmitted for review. Additionally, substantiating data, such as additional calculations, should Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 9 be provided that indicates the proposed anchor rods have the design capacity to resist the required IBC loadings. See IBC Sections 107.2.1, 1604.2, 1604.4, 1609.1.1, 1613.1, and 1901.2 as well as ACI 318-11 Appendix D. 23. Details 6/52.1 and 7/52.1 are unclear as to size, diameter, grade, and embedment of the anchor rods. The details should be revised to indicate this information and resubmitted for review. Additionally, substantiating data, such as additional calculations, should be provided that indicates the proposed anchor rods have the design capacity to resist the required IBC loadings. See IBC Sections 107.2.1, 1604.2, 1604.4, 1609.1.1, 1613.1, and 1901.2 as well as ACI 318-11 Appendix D. 24. With respect to the Butler Building, the submitted calculations indicate a Risk Category of II. Per Sheet A0.2, the building occupant loading is more than 300 people for assembly type occupancy. Per IBC Section 1604.5.1 and Table 1604.5, the structure should be designed as a Risk Category III. Also, see the General Notes on SO.1 of the Engineers Northwest drawings. The Butler drawings should be revised to indicate this Risk Category and resubmitted for review. Additionally, substantiating data, such as additional calculations, should be provided that indicates the proposed building design has the capacity to resist the required IBC loadings. The proposed design may need to be revised. Please verify. See IBC Sections 107.2.1, 1604.2, 1604.4, 1609.1.1, 1613.1, 1609.1.1, and 1901.2. 25. Sheet S 1.2 and Detail 7/53.1 do not appear to provide positive connection of the proposed existing structure. Further, the details and drawings are unclear on how the proposed mezzanine work is to connect or interact with the existing cross bracing along Grid Y.1. The drawings and details should be revised to indicate the design intent. Further, substantiating data, such as additional calculations, should be submitted indicating the existing moment frames and cross -braced frame have the design capacity to resist the increased loading. See IBC Sections 107.2.1, 1604.2, 1604.4, 1609.1.1, 1613.1, 1609.1.1, and 1901.2. The proposed design may need to be revised. Please verify. 26. The proposed Butler structure does not appear to be integral with the existing structure, but the Magellan and Butler drawings are unclear as seismic gap that is required. Please revise the drawings indicating seismic gap or indicating how the existing and proposed structural are to be integral with each other. The proposed design may need to be revised. Please verify. See IBC Sections 107.2.1 and 1613.1 as well as ASCE 7-10 Section 12.12.3. ReidMiddle Mr. Jerry Hight, Building Official City of Tukwila August 25, 2015 File No. 262015.005/00801 Page 10 27. With respect to the Butler building's tension -only bracing, the submitted calculations are not clear if tensile load checked in the calculations uses the thread area of the rod or the gross rod area. Details on Sheet 14 indicate the tension rod is threaded at the ends and so has a reduced area compared to the rest of the rod. Please clarify. The design may need to be revised. Please verify. 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. FO F-- Corbin M. Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer cc: Josh Peterson, Magellan Architects (by e-mail) Bert Pschunder, GeoEngineers (by e-mail) Jose Parada, Engineers Northwest (by e-mail) Ed Osborne, Butler Manufacturing (by e-mail) Rachelle Ripley, City of Tukwila (by surface mail and e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\\o\26se\plan review\tkwila\15\t008rl.doc\adf Reid iddleton City of Tukwila Jinn Haggerton, Mayor Department of Community Development Jack Pace, Director August 4, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D15-0191 Family Fun Center - Addition 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, Rachelle Ripley Permit Technician encl File: D15-0191 WAPermit CenteAStructural Review\D15-0191 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0191 DATE: 02/24/16 PROJECT NAME: FAMILY FUN CENTER SITE ADDRESS: 7300 FUN CENTER WAY Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: /�T- H �+ J � Building Division 11 Fire Prevention Public Works ❑ Structural PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved 5d Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: VL, AF ❑ Planning Division ❑ Permit Coordinator ❑ DATE: 02/25/16 Structural Review Required ❑ DATE: DUE DATE: 03/25/16 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ] 2/18/20 ] 3 PERMIT COORD COP' PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0191 DATE: 09/10/15 PROJECT NAME: FAMILY FUN CENTER SITE ADDRESS: 7300 FUN CENTER WAY Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: A � R ^ �� arm plu Buildin Division Fire Prevention ® Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 09/10/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/08/15 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 "RMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0191 DATE: 07/31/15 PROJECT NAME: FAMILY FUN CENTER SITE ADDRESS: 7300 FUN CENTER WAY X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: *�w fk. $ 2 ko Building Division Dm * AW Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Revision # before Permit Issued Revision # after Permit Issued W* W bill Fire Prevention N Structural Vv- KWU i�� Planning Division Permit Coordinator DATE: 08/04/15 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/01/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered jj in Reviews) C 1Vf� 1`� 1` Notation: * kk REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only ILI. CORRECTION LETTER MAILED: � ~- Departments issued corrections: Bldg,- Fire-- PIng ElPW Staff Initials: 12/18/2013 PROJECT NAME: Wilk fml o* PERMIT NO: ' J I C I SITE ADDRESS: V00 tW (100W Wb ORIGINAL ISSUE DATE: (b REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS i '� Summaryof Revision:" �i OY -10 1 Received by: Lm 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: (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: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431-3670 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: 02/22/2016 Plan Check/Permit Number: D15 0191 r- Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued ✓ Revision requested by <EEiEpector o Plans Examiner Project Name: FAMILY FUN CENTER Project Address. 7300 FUN CENTER WAY, TUKWILA 98188 Contact Person: Dirk McCulloch Phone Number: (425) 885-4300 Summary of Revision: REVISED EXTERIOR WALL PANEL/CLADDING TYPE WITH SUPPORTING INSTALLATION DETAILS/MANUAL FROM CLADDING MANUFACTURER; LIGHT GAUGE, NON -BEARING INTERIOR FRAMING DETAILS RECEIVED CITY OF TUKWILA FEB -2 l .2016 PERMIT CENTER Sheet Number(s)• A0.2, A3.1, A3.2, A4.2, A7.1, A8.2, A8.3, A9.1, A601, A602, A800 "Cloud" or highlight all areas of revision including date of 71sto Received at the Ci of Tukwila Permit Center b : ❑ Entered in Permits Plus on H:\Applications\Fomts-Applications On Line\2010 Applications\9-2010 - Revision SubrnhW.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. / Date: G ` (z I Plan ChecWPermit Number: D 15-0191 ❑ Response to Incomplete Letter # ® Response to Correction Letter ❑ Revision # after Permit is Issued 0 3 2015 ❑ Revision requested by a City Building Inspector or Plans Examiner PER, Project Name: Family Fun Center Project Address: 7300 Fun Center Way Contact Person: Phone Number: Summary of Revision: 5 t6 A1Ti� C�OM" l&W75 SheetNumber(s): AL — "Cloud" or highlight all areas of revision including date of revisio/n Received at the City of Tukwila Permit Center by: &&JW ❑ Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: RYAN GENERAL CONTRACTOR" TNC Pagel of 3 Washington State Department of Labor & Industries Home Inicio en Espanol Contact Search L&I A-7, Index Heil) My Secure I &I Safety Claims & Insurance Workplace Rights Trades & Licensing RYAN GENERAL CONTRACTORS INC Owner or tradesperson PO BOX 751 WOODINVILLE, WA 98072 Principals 425-488-9249 MCINTOSH, DONALD B, PRESIDENT KING County MCINTOSH, REBECCA J, VICE PRESIDENT MCINTOSH, DONALD RYAN, VICE PRESIDENT DUNBAR, RORRY M, VICE PRESIDENT (End: 04/15/2015) Doing business as RYAN GENERAL CONTRACTORS INC WA UBI No. Business type 601 316 812 Corporation Governing persons DONALD BRUCE MCINTOSH REBECCA MC INTOSH; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. RYANGC1930PC Effective — expiration 10/03/2007— 05/23/2017 Bond ...._........... North Pacific Ins Co $12,000.00 Bond account no. 2193642 Received by L&I Effective date 05/20/2015 05/13/2015 Expiration date Until Canceled Bond history Insurance Alaska National Insurance Co $1,000,000.00 Policy no. I SGPS08441 Received by L&I Effective date 06/22/2015 07101 /2016 Expiration date https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601316812&LIC=RYANGCI93OPC&SAW= 10/02/2015 EGRESS DATA & OCC. LOADS BUILDING CODE SUMMARY EXISTING (ELEC/STORAGE SECOND FLOOR EGRESS PLAN SCALE: 1/16" = 1'-0" u 0 171'-9 1/2" (ADDI110N AREA) SEPA! Ii' i E PE—PIM T REQUIRED FOR: c r4ochanical b' Electrical I"Plumbing Wbas Piping City of Tukwila WILDING DIVISIM No Changes shalt bQ made to the soM of work tq►ithout prior ap�a rovel of Tul',vA;a Building Division. f 011-2: Pevisiens will require A new plan submittal and may include additional n1.Qn r®►,IAt„ r�,.ft Plan roView (approval is subject to errors and omiasiorls. ii, ,Proval of construe ion documents sloes not auiY j?i'iza il:�e`�iia! li t 0 'wiy adoptod code of ordinance. Receipt �t,bpprbv d e iold land °itil ns is acknowiQdg6d: Py: City of TuWla BUILDING DIVISION PLANNlN1C.,, APPROVED NO changes Gan be made. to these plans without approval from the Planning Division of DCD Approved gy; a hv1 wta Date. WE ME JI IS .� ►m III_a IbR PER EGRESS TRAVEL DISTANCE = < 250' PER IBC TABLE 1016.1 COMMON PATH OF TRAVEL = < 75' PER IBC TABLE 1014.3 MINIMUM DISTANCE BETWEEN EXITS ARE GREATER THAN 1/3 DIAGONAL DISTANCE OF AREA SERVED OCCUPANT LOAD SUMMARY (E)OSTING BUILDING)_ "EGRESS CALCULATIONS PER IBC TABLE 1004.1.2 OFFICE SEE ROOM TAGS = 30 OCC. ASSEMBLY SEE ROOM TAGS = 224 OCC. GAMING SEE ROOM TAGS = 210 OCC. STORAGE SEE ROOM TAGS = 3 OCC. SECOND FLOOR OCCUPANT LOAD: 467 OCC. (387 E)OST.) OFFICE 527 S.F./100 = 5 OCC. RESTAURANT 3,720 S.F./15 = 248 OCC. GAMING 14,347 S.F./11 = 1,305 OCC. STORAGE 295 S.F./300 = 4 OCC. KITCHEN 2,680 S.F.1200 = 14 OCC. FIRST FLOOR TOTAL OCCUPANT LOAD: 1,571 OCC. EXISTING BUILDING TOTAL OCCUPANT LOAD: 2,038 OCC. EXIT REQUIREMENTS: SECOND FLOOR: 2 EXITS REQUIRED, 2 PROVIDED. EXIT MOTH 467x.2 = 93.4% 140' PROVIDED FIRST FLOOR: 4 EXITS REQUIRED, 4 PROVIDED EXIT WIDTH 2,038x.2=407.6', 480' PROVIDED OCCUPANT LOAD SUMMARY(NEW BUILDING): **EGRESS CALCULATIONS PER IBC TABLE 1004.1. SERVICE AREA SEE ROOM TAGS = 1 OCC. STORAGE AREA SEE ROOM TAGS = 3 OCC. BOWLING LANES SEE ROOM TAGS = 80 OCC. BOWLER AREA SEE ROOM TAGS = 75 OCC. PRIVATE EVENT #1 SEE ROOM TAGS = 43 OCC. PRIVATE EVENT #2 SEE ROOM TAGS = 49 OCC NEW BUILDING OCCUPANT LOAD: 251 OCC. EXIT REQUIREMENTS: FIRST FLOOR: 2 EXITS REQUIRED, 3 PROVIDED EXIT WDTH (251+180)x.2=86.2, 108' PROVIDED I PLUMBING FIXTURE CALCS I PLUMBING FIXTURE CALCULATIONS: PER IBC CHAPTER 29 WA STATE AMENDMENTS TABLE 2902.1 REQUIREMENTS: NEW BUILDING OCCUPANCY GROUP (A-4) AREA: 251. OCCUPANTS/2 = 126 PER GENDER REQUIRED PROVIDED MALE WATER CLOSETS: 02 02 MALE LAVATORIES: 01 02 FEMALE WATER CLOSETS: 03 03 FEMALE LAVATORIES: 01 02 I EGRESS LEGEND I XX' •i$ EGRESS PATH & TRAVEL DISTANCE ALONG INDICATED PATH FEC FIRE EXTINGUISHER CABINET LOCATIONS F. E. °RE EXTINGUISHER A. REFER TO AD.3 FOR REQUIRED ADA CLEARANCES, SIGNAGE, & REACH RANGES 0 /13/16 REVIEWED FOR obE COMPLIANCE ' APPROVED I MAR 11 2016 City Of Tukwlla -1 BUILDING DIVISION OCCUPANCY TYPE: A-3, A-2, B BUILDING CONSTRUCTION TYPE: II-B SPRINKLERED YES FIRE ALARM SYSTEM YES OCCUPANCY SEPARATION: NON -SEPARATED USE ALLOWABLE AREA PER FLOOR (BASED ON IBC T.503 AND SEC. 506): Aa = At + (At x If) + (At x Is) At = 9,500 If = (F/P-.25)xW/30 = [(100/100)-.25] 30/30 = 0.75 Is=2.0 Aa = 9.500 + (7,125 x 0.75) + (9,500 x 2) Aa = 9,500 + 4,500 + 19,000 Aa = 35,625 S.F. PER FLOOR ALLOWABLE MAXIMUM BUILDING HEIGHT PER TABLE 503: 55' PROPOSED BUILDING HEIGHT: 51"-4 (E) 29'-6" NEW BUILDING PROPOSED AREAS: EXISTING FIRST FLOOR: 23,202 ADDITION FIRST FLOOR: 12,413 TOTAL FIRST FLOOR: 35,615 SQ. FT. EXISTING SECOND FLOOR: 8,964 ADDITION SECOND FLOOR: 3,396 TOTAL SECOND FLOOR: 12,360 SQ. FT. TOTAL BUILDING AREA: 47,975 SQ. FT. FIRE RESISTANCE RATING REQUIREMENTS PER IBC TABLE 6OL NO RATINGS REQUIRED FOR ALL BUILDING ELEMENTS INCLUDING: PRIMARY STRUCTURAL FRAME, INTERIOR & EXTERIOR BEARING WALLS, FLOOR & ROOF CONSTRUCTION. FIRE DEPARTMENT NOTES 1. APPROVED NUMBERS OR ADDRESSES (4" MIN. HEIGHT WITH MIN. 1/2" STROKE WIDTH ON A CONTRASTING BACKGROUND) SHALL BE PROVIDED FOR ALL BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. 2. TEMPORARY ADDRESSING REQUIRED DURING CONSTRUCTION SHALL BE VISIBLE FROM THE STREET. 3. FIRE SPRINKLER MONITORING SYSTEM SHALL BE INSTALLED PER FA DRAWINGS, WASHINGTON STATE ACCESSIBILITY CODE AND TUKWILA FIRE DEPARTMENT REQUIREMENTS. SUBMIT FOR FIRE PERMIT. 4. FIRE SPRINKLER: STRUCTURE SHALL HAVE A FIRE SPRINKLER SYSTEM INSTALLED PER FP DRAWINGS AND TUKWILA FIRE DEPARTMENT REQUIREMENTS. SUBMIT FOR FIRE PERMIT. 5. KNOX BOX/KNOX SWITCH: A KNOX BOX/KNOX SWITCH SHALL BE INSTALLED IN AN APPROVED LOCATION AND ALL REQUIRED KEYS SHALL BE ON SITE FOR LOCK UP PRIOR TO BUILDING FIRE FINAL. 6. PORTABLE FIRE EXTINGUISHERS WILL BE REQUIRED DURING CONSTRUCTION AND PRIOR TO C OF 0. CLASS 2: A/10: BC (5 LB OR LARGER) REQUIRED THROUGHOUT. MAX COVERAGE IS 3,000 SQUARE FEET AND SPACED FOR NO MORE THAN 75 FEET OF TRAVEL DISTANCE. SHALL REMAIN UNOBSTRUCTED AND VISIBLE AT ALL TIMES. VERIFY ALL EXISTING FIRE EXTINGUISHERS PER FIRE DEPARTMENT. 7. BUILDINGS 4 OR MORE STORIES IN HEIGHT SHALL BE PROVIDED WITH NOT LESS THAN ONE STANDPIPE FOR USE DURING CONSTRUCTION. OPTIONS ARE TO INSTALL A WORKING STANDPIPE TAPPED OFF THE FIRE SPRINKLER SYSTEM DURING CONSTRUCTION OR INSTALL TEMPORARY STANDPIPE AT A LOCATION APPROVED BY THE FIRE DEPARTMENT. SUCH STANDPIPES SHALL BE EXTENDED AS CONSTRUCTION PROGRESSES TO WITHIN ONE FLOOR OF THE HIGHEST FLOOR OF CONSTRUCTION. SUBMIT FOR SEPARATE FIRE PERMIT. 8. ELEVATOR REQUIREMENTS RELATED TO FIRE ARE THE RESPONSIBILITY OF STATE L&I INSPECTORS. 9. ANY BULK STORAGE OF FLAMMABLE/COMBUSTIBLE LIQUIDS/GASES USED FOR CONSTRUCTION SHALL BE APPROVED. KEVI'SION N-0,t RECEIVED CITY OF TUKWILA FEB 2 '2 2016 PERMIT CENTER I LEVELS OF INSULATION I ftVF R- 5 + R-11 LS w/ R-3.5 THERMAL BLOCKS E WALLS: R-30 CONTIN. RIGID SIDING PA BELOW GRADE WALLS R-30 C.I. SLAB ON GRADE: R-10 x 24" w/ THERMAL BREAK VERTICAL GLAZING: U-FACTOR 0.38 (THERMALLY BROKEN) GLAZED ENTRANCE DOORS: U-FACTOR 0.60 SHGC: 0.35 AT ALL VERTICAL GLAZING OPAQUE DOORS: U-FACTOR 0.470 (SWINGING) ROLL UP DOORS: U-FACTOR 0.67 A. THERE ARE NO CHANGES TO INSULATION AND ENVELOPE AT EXISTING BUILDING. B. REFER TO WALL SECTIONS FOR LOCATIONS AND WALL TYPES FOR ADDITIONAL INFORMATION. C. EXPOSED INSULATION MATERIALS INCLUDING FACINGS AND VAPOR BARRIERS, SHALL HAVE A FLAME SPREAD RATING NOT TO EXCEED 25, AND A SPOKE DENSITY NOT TO EXCEED 450, AND SHALL BE IN SUBSTANTIAL CONTACT WITH THE WALL OR CEILING SURFACE. D. REFER TO PROJECT SPECIFICATIONS FOR INSULATION MATERIALS E. ALL INSULATION WILL STRICTLY CONFORM TO REQUIREMENTS OF UL LISTING WHERE USED IN UL RATED ASSEMBLIES REGISTERED el Pedro A. de Magalhaes Castro STATE OF WASHINGTON aom �Eo omcy °wog 0 oQy goa�opAEv�ada ovEL« d� woNo °d v o Evu°i 2Ec2 Ot 0....y O LOO y^` EP.--3«a�L�QE o° c o s c_ �— o u FE 6'�' O s N O In 9 Nd O.56EE 5O6 C°N N it m E°xd'-:Em°mo O .. V © wV`o. rn oo°o.00...cNw p O O E L_ y O VI O OL y T� V cJ ¢¢`¢`�z°ovv'3¢Enn°uoa on MV O co F— C IL °»�CF)L U ° W C 00 C° o. W (n O OD .2 [—i +' CF L oou CU co, N ` y NOMMIMM G) x V) — < m `o 0 � i U "B x z � C CU ¢ = oo Ems. E M L c N coco p iF o M CID W I— U CD W I— 0 rn � z I O 0 F— LU � ::5 I-- z�� WW �<Z- u) LLI W U< J J Y Z z 06 'S J J00 0o Co `- z ED 00 0) Z Q O (D OLLI �w�= Z Z-)Z¢ UJ Z_ Ji— U u- Z ¢ � J Q ILL LL < LL �� REVISIONS NO. DATE BY Q 09/01/15 CITY Q 09/08/15 CITY Q 01/13/16 CONST. 0 0 A ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR. DOCS: 10/09/15 24"x36" SCALE: AS NOTED PLOT DATE: 01 /13/16 CAD FILE: 14-145-AO1 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: CONSTRUCTION SET FIRST FLOOR EGRESS PLAN SCALE: 1/16" = 1'-0" EGRESS PLAN(S) AND CODE SUMMARY A002 A IIIII IIII I Z LI,, E/ F///] — — — — — 1 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I P-1 P-1 P-1 P-1 P-1 EXISTING PROPOSED .::.:................. 0 4 8 16 24 32 s _____ ________________P-1____________________________________ I I i I EXISTING PROPOSED PROPOSED EXISTING a i f REVIEWED FOR CODE COMPLIANCE APPROVED MAR 11 2616 Ft City ofTI.IICWlla BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2129% PERMIT CENTER 7855 REGISTERED A HITEJ •Pedro A. de Magalhaes Castro � STATE OF WASHINGTGN U wwo 'o,z c-50 lm•-v � " u o'S;m a d >...0 .J°va.. o, Ngrn aofu °Eo�°mc °— y n a n°c'� �oo.p OO•�voa°cl� v u E« N a2'3 o y N a �voo�� 0. a Y. a ° p-. 0 o E�°y aEc-°'i�..N��« J O v5 C+• O y J fU m�J ETo •;�a.2cQE FE2 "°- -.00- c•CC —O t y00 -6 F.vy0 ncNCNZ«=NOTN N Z:E g E°xv;..J me O.v° foil N .q. J q ° W © v 0 = o q0. D O+' C y� yN`OE «y E ° r w.+'.� al q u of .q. m d.N o a`� J` Tr+.+a2w.��o q UOL TUU U En O N M I—f N O M E U m a U v w Ml 7 oC OO W (n U rE-�- C N o : C I.M U 0 m `—° o xZ�"mw � oo'3 N L 00 oo MR ui C M N o co a0 (o W I— D '^ 0z I 0 H Z � W Z�� WU) Lu W U .I LLI z Y Z 0 J J OD � r' 00 �"0_WwZ d� Z) m � 0) Qp U w Q U r) z U- CJ G LL � LO REVISIONS NO. DATE BY 0 09/01/15 CITY Q 09/08/15 CITY 03 01/13/16 CONST. 0 A 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR. DOCS: 10/09/15 24"x36" SCALE: AS NOTED PLOT DATE: 01/13/16 CAD FILE: 14-145_A31 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM STATUS: CONSTRUCTION SET 2 NORTH ELEVATION SCALE: 1/8" = V-0" F"" EXTERIOR ELEVATIONS 7855 REGISTERED HIT Pedro A. de Magalhaes Castro STATE OF WASHINGTON , EXISTING BUILDING PROJECT CONTEXT IMAGE NOTES in EXTERIOR WALL LIGHT FIXTURE �2 NOT USED a RELOCATED ROLL -UP DOOR. REF. DETAIL 6,7,11/A8.2 ® NEW RTU AT ROOF BEYOND ❑5 NOT USED © SEE DETAIL 20/A9.1 FOR SEISMIC JOINT COVER R 10 EV N -NO �. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 11 2016 City of Tukwila BUILDING DIVISION MATERIALS LEGEND EXTERIOR COLORS: P-1 PAINT TYPE-1 (RODDA 576 "VOLCANO"): MATCH EXISTING P-2 PAINT TYPE-2 (RODDA 88 "MELON BALL"): MATCH EXISTING P-3 PAINT TYPE-3 (RODDA 236 "SALMON ROSE"): MATCH EXISTING P 4 PAINT TYPE-4 (RODDA "LIGHT GREY"): MATCH EXISTING P-1 METAL PANEL TYPE-1: (MATCH) AEP SPAN NU -WAVE CORRUGATED ("ASH GRAY") RECEIVED CITY OF TUKWILA FEB 2120f PERMIT CENTER p, E a pJ, >...0 �vm_y w aow oEo ^gyp yc,� pap' N .pNn a GN�,rL+NN�Uw;p p ay `p a�OpF�Cnva .o 0E.L. v�, omd pw0. N o.23 '"an o'�o�a�p'F°co p ? 0.3 m pw C-41 pp. Ya°�myp o Evh �E�`°Op'3.moM > o °,;; o ° Na h mo` Ecc`c3vayy10 nw a wool T...` y 6p u Ay Zr!Il N C 0 O w y .� y E p x ti 3 ° ov o W N tL.y vJy ppy° Nuo'E u LHE o p C N 0 �UUVI °,., NOi�pU° N U <-`-k_zov�3¢E'na°uon CO LO O E...i N CDa) 00 M to O J C.> a U :t- M N 00 W (n o cc) a? p [. - a LO t o r. O C CV to CuQ N v U w `t o C>~ Z LL o" corn c o o ca E m ED E co N LO 00 N .L CO 00ml I() cl) 00 75 co a 0 00 I— U (0 W Z) '^ 0z I O Z z � W U) ZF-Y) WLu W W J W z Z Z J J 00 00 � O LL Z°6 � m O QO � Q �w�= W Z � (D _l I- "IW a tU 'S Q J 0 O c`' O I REVISIONS NO. DATE BY Q 09/01/15 CITY Q 09/08/15 CITY Q 01/13/16 CONST. L 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR. DOCS: 10/09/15 24"46"SCALE: AS NOTED PLOT DATE: 01 /13/16 CAD FILE: 14-145 A31 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: CONSTRUCTION SET EXTERIOR ELEVATIONS M 7855 REGISTERED A HgEO , / Pedro A. do,Megelhees Castro C STATE OF WASHINGTON ROOF ASSEMBLY PER BUILDING SECTION --, A 01 /13/16 PRE -FINISHED CORRUGATED METAL SIDING OR STUCCO FINISH ON R-30 RIGID INSULATION PANEL SYSTEM OVER 8' METAL STUDS PER STRUCTURAL BRONZE OVERFLOW — NOZZLE (COW TONGUE) _ T.O. STEM WALL: 0'-6" T.O. STEM WALL: 0'-6" R-10 RIGID INSULATION a ° I ' I .• f . I I I I I I _ 'SEE 2/A4.2 FOR TYPICAL NOTES ------------------------------- I ; 1 ------------------------- ----------------------------------------------------------- 1 PRE -FINISHED CORRUGATED METAL PANELS BY M.B.S. OVER BUILDING PAPER OVER 5/8' GYP. SHEATHING OVER PURLINS (OR MTL STUD WHERE OCCURS) ROOF ASSEMBLY PER BUILDING SECTION INTERIOR FLOOR BOWLING LANES BOWLING ALLEY FLOOR CRIBBING BY BRUNSWICK. SEE INTERIORS DRAWINGS A802 FOR FIRE BLOCKING AND DETAILS AND G.C. RESPONSIBILITIES UPPER FINISH FLOOR. Ai" CONCRETE SLAB ONGRADE, TYPICALMETHANE IMPERMEABLE VAPOR BARRIER AND MIN. 4' CAPILLARY BREAK, REFER TO GEOTECH REPORT.IFOOTING PER STRUCTURAL, RAIN LEADER OUTFALL, R ITYPICALTO CIVIL PLANS FOR ROUTING---------------------PICAL--- - --- CONTINUDUS FOUNDATION �L- DRAIN, TYPICAL REFER TO GEOTECH REPORT FOR I I MORE DETAIL PROVIDE 4' - RIGID WALL PERFORATED --_ PIPE WITH 6' GRAVEL AND NONWOVEN GEOTEXIILE BETWEEN DRAIN GRAVEL. AND EXISTING SOILS. CONNECT TO STORM DRAIN SEPARATELY FROM ROOF DRAINS I (X) `. — — — — — — — — — — — — — — — — — — — r $SEE 2/A4.2 FOR TYPICAL NOTES ------------------------------ I11 T III JED FOR MPLIANCE WED 1 2016 Tukwila DIVISION *SEE 2/42 FOR TYPICAL NOTES RECEIVED CITY OF TUKWILA FEB 2 2 2016 PERMIT CENTER V OJ.. >.•0u �v a..v..rn uvi v oy` �oroo`o'Ec 10 n�a' .o 0E$ .o To.voN`mvov«v n o2'3 .2 rnS>xaN a�oc co o. c�ooc ° �vr v E20- m°v°. `JOv000 0. O T.r LO VNv a, U C0.zLo 0NEON N iy y E0Q—d3:—o°No Ol N vJ0-°°y° ® y0 i00vn-0"Cy, �0 r H..'...04' o uEi u o,Y v E o' Lavivo�ccc.,,ov� 2c U�o 00 L0 O GV OcCM 0 O J V 4. U .'�A C 05 W U) o 0o V ; .2.0 N - C N o y x�U)::�'�� U 0 'S '00 LL `—° `0 1x Z rn� a =ooEma Q N L o N 00co ;2 L M Go a OD I-- U W oz �o 1 ry _ I..� F- z Ld I— u W`� w WJW `1 Z Z 00 00J °o _,J L"O�Q�z _ m 06 z Q O � LIJ Ji-zwQ JLL o 0 LL 1-F- REVISIONS NO. DATE BY 0 09/01/15 CITY 0 09/08/15 CITY Q3 01/13/16 CONST. 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR. DOCS: 10/09/15 24"x36" SCALE: AS NOTED PLOT DATE: 01 /13/16 CAD FILE: 14-145 A41 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM STATUS: CONSTRUCTION SET , WALL SECTION SCALE: 1/2" = 1'-0" , WALL SECTION SCALE: 1/2" = 1'-0" , WALL SECTION SCALE: 1/2" = 1'-0" WALL SECTION SCALE: 1/2" = 1'-0" WALL SECTIONS DOOR SCHEDULE NOTES DOOR TYPES: SCALE: 1 /411 = 1'-0" E a PERSCHED. ,. PE,, R SCHED. PER S. CHED• ,. PE,. R SCHED, PER SCHED. PE,. R SCHED, PER SCHED, A B C E PER SCHED. Je NOTE: REFER TO FLOOR PLAN FOR DOOR SWING DIRECTION AND HANDEDNESS. SC = SOLID CORE - STAINED TO MATCH EXISTING SUITE CONDITION WD = STAINED WOOD FRAME TO MATCH EXISTING SUITE CONDITION FRAME TYPES: SCALE: 1 /4" = 1'-0" PER 2� SCHED. 2" ,. A PER SCHED. 2 NOTE: REFER TO FLOOR PLAN FOR DOOR SWING DIRECTION AND HANDEDNESS. WD = STAINED WOOD FRAME TO MATCH EXISTING SUITE CONDITION 4" 3/4" REVEAL AS SHOWN " STUCCO RIGID INSULATION L SECTIONS 0 01/13/16 DOOR SCHEDULE DOOR FRAME MISC 1 1 DOOR # ROOM NAME RM # SIZE TYPE MATERIAL FINISH GLAZING TYPE MATERIAL FINISH - U-VALUE FIRE ELEC HW SET REMARKS 101A PRIVATE EVENT #2 003 3'-0" x 7'-0" A HM. PT. - A HM. PT. - 0.37 N/A N/A 02 36" KICKPLATE 106A CATERING 006 3'-0" x 7'-0" A HM. PT. A HM. PT. - 0.37 N/A N/A 02 10" KICKPLATE, NO EXTERIO HANDLE 106B CATERING 006 3'-0" x 7'-0" OPENING - - - A HM. PT. - N/A N/A 108E MECHANICAL 008 3-0" x 7'-011 A HM. PT. - A HM. PT. - 0.37 N/A N/A 02 NO EXTERIOR HANDLE 107A ARCADE 107 10'-0" x 8'-0" F.V. (E) OHC MTL. PT. - B MTL. - 0.37 N/A N/A RELOCATED. SEE DEMO PLAN ALT#1 213A HALLWAY 213 3'-0" x 7'-0" A HM. PT. - A HM. - N/A N/A ALT#1 214A PARTY ROOM #1 214A (2) 3-0" x 7'-0" C HM. PT. - A HM. - N/A N/A ALT#1 214B PARTY ROOM #2 214B (2) 3'-0" x 7'-0" C HM. PT. - A HM. - N/A N/A ALT#1 214C PARTY ROOM #3 214C (2) 3-0" x 7'-0" C HM. PT. - A HM. - N/A N/A ALT#1 215A EXISTING ELEC./STORAGE 215 (2) 3'-0" x 7'-0" E HM. PT. - A HM. - N/A N/A 20 MIN. RATING ALT#1 217A JAN. 217 3-0" x 7'-O" A HM. PT. - A HM. - N/A N/A ALT#1 224A BRIEFING ROOM 224 3-0" x 7'-0" A HM. PT. - A HM. - N/A N/A ALT#1 225A BRIEFING ROOM 225 3-0" x 7'-0" A HM. PT. - A HM. - N/A N/A 226A LAZER TAG STOR. 226A 3'-01, x 7'-0" A HM. - A HM. - N/A N/A 01 DOOR SCHEDULE NOTES: STC= SOUNDITRANSMISSION CLASS 1 DOOR THICKNESS TO BE 13/4" U.N.O. IHG =HARDWARE GROUP 2, PR' INDICATES PAIR OF DOORS. ALL PAIRS TO BE OF EQUAL SIZE AND CONSTRUCTION U.N.O. 3 ALL DOORS SHALL HAVE A S.T.C. OF 35 AND NOT BE FIRE RATED U.N.O.. REFER TO PLANS FOR WALL ASSEMBLY TYPES. NOTIFY ARCHITECT OF DISCREPANCIES BETWEEN WALL AND DOOR TYPES. 1 4 INSTALL RATED FRAMES AND GLAZING FOR OPENINGS IN RATED WALLS. RATED DOORS SHALL HAVE RATING LABEL ON THE DOOR EDGE TOWARD THE HINGE SIDE 5 AT EXTERIOR DOORS TURN SUBSILLS AND FLASHING MEMBRANE UP AT JAMBS TO FORM END DAMS. ALL JOINTS IN END DAMS SHALL BE FULLY WELDED. 1 6 ALL SUBSILLS / END DAMS SHALL BE PRE -FINISHED ALUMINUM AND SHALL BE SLOPED TO ENCOURAGE POSITIVE DRAINAGE 7 ALL DOOR IN COLD FORMED METAL FRAMING SYSTEMS TO HAVE EXTERIOR OF FRAME 4" FROM PERPENDICULAR WALL U.N.O. ALL DOORS IN C.M.U. WALLS TO HAVE EXTERIOR OF FRAME 8" FROM PERPENDICULAR WALL U.N.O. 8 ALL FIRE AND/OR SMOKE RATED DOORS SHALL HAVE SEALS, BE SELF -CLOSING AND HAVE A MAXIMUM UNDERCUT OF 3/4" PER NFPA 80. IF THEY SHALL BE TIED TO THE SMOKE ALARMS AND SHALL AUTOMATICALLY CLOSE UPON ACTIVATION OF THE ALARM SYSTEM. DOORS ARE EQUIPPED WITH HOLD OPEN FEATURES, 1 1 I 9 GENERAL NOTES LISTED ON THIS PAGE ARE NOT INTENDED TO BE AT TF-E EXCLUSION OF NOTES LISTED ELSEWHERE; THIS DOCUMENT SET IS MEANT TO BE COMPLIMENTARY, AND NOTES LISTED ON OTHER SHEETS MAY HAVE BEARING/APPLICATION TO WORK SHOWN ON THIS SHEET. DOOR ABBREVIATIONS: I FG= FULL GLASS RU= ROLL -UP SECTIONAL MTL= METAL NL= NARROW LITE OHC= OVERHEAD COILING HM = HOLLOW METAL F= FLUSH HW SET= HARDWARE SET DOOR REMARKS: I 1 1 I I I DI I\I PIAIO r1 I IOU 11"TL r1 AN GE AT :OLUMN PORTAL STUD FRAMING PER - ATTACH TO STEEL NB - I I I NFU I VINIAIM2 VI IMI114LL A FLMI1VL rMVL `I Ir) COLUMN DETAIL 1 "=1'-0" FOR REF. FROM ORIGINAL CONSTRUCTION I VI\1\11\V VIII11111LL AT FLANGE FACE (TYP) COLUMN DETAIL Y111=1f-013 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 11 2016 City of Tukwila BUILDING DIVISION DIM Whin 17111CIJ UATU rI,ANI.E AT till PORTAL GWB - MIL. rRMMI11V rLR JIRUIiwRML - ATTACH TO STEEL COLUMN GENERAL SCHEDULE NOTES: A. FIELD VERIFY EXISTING FRAME SIZES. B. LOCATIONS OF SAFETY GLAZING: OPENINGS WITH A VERTICAL EDGE WITHIN 24' OF A DOOR OPENING AND THE BOTTOM EDGE BELOW 60' A.F.F., AND; OPENINGS MEETING ALL OF THE FOLLOWING: 1. BOTTOM EDGE LESS THAN 18' FROM FLOOR, 2. TOP EDGE GREATER THAN 36" ABOVE FLOOR. 3. CUSS AREA GREATER THAN 9 SQUARE FEET. 4. WALKING SURFACE WITHIN 36" OF THE GLASS UNIT. OTHER LOCATIONS AS REQUIRED BY THE BC, AS REQUIRED FOR STRENGTH, OR AS RECOMMENDED BY THE GLASS MFR. DOOR SCHEDULE NOTES: A. REFER TO FLOOR PLAN, SHEET AO.3 FOR ADDITIONAL DOOR AND HARDWARE NOTES. B. MAIN EXIT DOORS SHALL HAVE A KEY LOCKING DEVICE. THERE SHALL BE A READILY VISIBLE DURABLE SIGN ADJACENT TO THE DOORWAY STATING, "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." THE SIGN SHALL BE IN LETTERS NOT LESS THAN 1" HIGH ON A CONTRASTING BACKGROUND. THE USE OF THE KEY -OPERATED LOCKING DEVICE IS REVOCABLE BY THE BUILDING OFFICIAL FOR DUE CAUSE. C. EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. D. BARRIER FREE ENTRANCE REQUIREMENTS: LANDINGS AT DOORS SHALL BE NOT LESS THAN 60 INCHES IN WIDTH AND IN LENGTH ON THE DOOR SWING SIDE. FLOOR AND/OR LANDING ADJACENT TO DOOR SHALL BE NOT MORE THAN 1/2" INCH LOWER THAN THE THRESHOLD OF THE DOORWAY. E. EXTERIOR LANDINGS SHALL NOT SLOPE MORE THAN 1/4 INCH PER FOOT. F. NEW SWING DOORS TO BE LOCATED 4" OFF ADJACENT PARTITIONS TO ALLOW FOR B/S DOOR TRIM, U.O.N. G. ALL DOORS IN EGRESS PATH TO PROVIDE FREE EGRESS. HARDWARE SCHEDULE NOTES: A. GC TO VERIFY THAT ALL (E) HARDWARE (EXISTING TO REMAIN) IS IN GOOD WORKING ORDER, AND MEETS TENANT SPECIFIC REQUIREMENTS. B. ALL DOOR HARDWARE TO COMPLY WITH ADA GUIDELINES. C. ALL CLOSERS TO BE LOCATED ON INTERIOR OF SPECIFIED ROOM. D. ALL NEW HARDWARE PER CODE REQ. G.C. TO ASSESS AND REUSE (E) INVENTORY OF DOORS AND HARDWARE. E. ALL FINISHES TO BE SATIN CHROME OR S.S.. REFER TO FLOOR PLAN FOR RH OR LH SWING. HARDWARE GROUP #1 INTERIOR DOOR NUMBER DESCRIPTION FIN MANUF. 3 PR HINGES 050038-F179 4 1/2" x 4 1/2' 26D STANLEY 1 EA CYL PASSAGE SET 72KC-0-N-14D-S3 626 BEST 1 EA STRIKE 40HST-1 626 BEST 1 EA WALL STOP 1270 626 TRIMCO/BBW 1 EA HOLD OPEN 626 1 EA CLOSER 8616 AF 86P 626 DORMA 1 EA PANIC HARDWARE HARDWARE GROUP #2 EXTERIOR DOOR NUMBER DESCRIPTION FIN MANUF. 3 PR HINGES 050038-F179 4 1/2" x 4 1/2' 26D STANLEY 1 EA CYL PASSAGE SET 72KC-0-N-14D-S3 626 BEST 1 EA HOLD OPEN 1 EA CLOSER 8616 AF 86P 626 DORMA 1 EA PANIC HARDWARE RUN GWB FLUSH WITH FLANGE AT 28'-0" LEVEL ON EACH COLUMN AND MAINTAIN ANGLE ON PORTAL FRAME COLUMN J 01V MIL. rRMI INUI rLR JIRUVIURML - ATTACH TO STEEL COLUMN 15 COLUMN DETAIL 1 -1 -0 FOR REF. FROM ORIGINAL CONSTRUCTION n\ I � REV1S10N,N,0kL I RI . I ` I ` RUN GWB FLUSH WITH FLANGE AT 28'-0" LEVEL ON EACH COLUMN AND MAINTAIN ANGLE ON PORTAL FRAME COLUMN I I ,I � I , .......................................................... %' •�•�RECEIVED CITY OF TUKWILA FEB 2 2 2016 I 5/8" GWB OVER MEIRMIT CENTER STUDS - REFER TO WALL ON PLAN FORONS WALL TYPEESR REGISTERED ro A. de Magelhaes Castro) STATE OF WASHINGTON Jtom•' w LEooFc .r«»t. °.r.. u �a d�Eo�/Tov_Icy oda' uu Vlm 5 �•r°- Uwa 4 aw `oao`o`oEv0 ES �a°� N °.23 -mmoY `n aa1- 0 L 0 �•- Q yc'v `°s: v � 6 yL o, a a L o °N= olo h 6-2'Eb �yo o01 nvLoE , Ecu-3:3v aN1E a- w O °• U In V y d aiz U.L ZL•n N L° Vl N iY� In E°QCd •3w'°wo w� J y N .y.. y , J W ° ° p° y u`o'E wyE 2 L N rn««Qo 00�°•0 2°r 4 a`uoo U <<<-zo dv3QEo.auoR to /70 Ll'J O E J E-0 N��M�}}. Un .� l!?) N y C 00 U .� F-I -, rn —:E m c 0 o `r 2 0 m a n � V U O 3�: u- c `—° o Py Z o cm F S o m E c Em CC) N 00 LID C17 00 I- c° (10 LW r rn vzJ o °C 0 Z � W F- WW W U) W J LU Y Z z06J 'S J 00 00 1- 00 �I+ Z co 06 O < O J I- Z � W = Z Q Z) U Q�"� O C)Y LL < LaL � f- REVISIONS NO. DATE BY Q 09/01/15 CITY Q 09/08/15 CITY 2101/13/16 CONST. 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR. DOCS: 10/09/15 24"46" SCALE: AS NOTED PLOT DATE: 01/13/16 CAD FILE: 14-145_A71 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JJ STATUS: CONSTRUCTION SET •�i` yr " SCALE: S T4� FOR REF. FROM ORIGINAL CONSTRUCTION COLUMN DETAIL Q ELEV. MECH. 1 "=1'-0" FOR REF. FROM ORIGINAL CONSTRUCTION DOOR SCHEDULE AND DETAILS AT1 d ROOF DECK / STRUCTURAL m MEMBER UNDERSIDE OF CEILING UNDERSIDE OF CEILING STRUCTURE WHERE OCCURS DECK COMPENSATION CHANNEL ® HOT WATER GOLD WATER ROOF DECK / STRUCTURAL F- — — — — — — - GUT TOP EDGE OF GYP. BD CUT TOP EDGE OF GYP, BD MEFIBER I 51 1T-OFF VALVE STRAIGHT 4 TRUE. OZONE CONDITION: RUN TO B.O. CEILING STRAIGHT 4 T'RUE. OZONE CONDITION: RUN TO B.O. CEILING STEEL RUNNER � 1p PROVIDE SEISMIC BRACING PER CODE DI -ELECTRIC UNION AND PROVIDE ACOUSTIC AND PROVIDE ACOUSTIC `_ j- COILING O.H. DOOR SEALANT BOTH SIDES TOP AND BOTTOM WITH CAULK. STEEL RUNNER SEALANT BOTH 51DM TOP AND BOTTOM WITH CALK. STEEL RIJNNER/SLIP TRACK PROVIDE 5-5/e 205A " STUDX6" TO RECEIVE LATERAL BRACING BRACING TO STRUCTURE EITHER DIAGONAL OR VERTICAL ®4'-O" O.G. 4 ® STRIKE SIDE OF JAMB, / �i �� u ((t I / �� ANCHORED TO STRUCTURE 1 1/4" X 15 GA. 5TL STRAP SEE MANUFACTURER DRAWING5 FOR ANCHORAGE ASS TEMP. AND W/ 5/8" LAG BOLT VALVE EXTENSION TO MTL STUDS OR LINE ANCHOR TO GMU WALL POWDER ACTUATED FASTENER AT 24" O.G. TO GLG. FASTEN BRACE THRU G6G / INTO PTN TOP RUNNER i 1 WATER HEATER FASTEN FURRING CHANNEL / / 24"X 24"X4" DEEP THIR"?i E.I,F.S. TO SUBTR¢AT'E / 2 - #e 9GREW5 TO RUNNER — — — — — 22 GAUGE GALV, STEELPAN WITH I' SOUND INSULATION ®RESTROOMS '� / TRACK _ _ _ BATT INSULATION ® DEM151NG WALL5 — / \ \ cL� EXTERIOR 5/e" TYPE 'x' GWB U.O.N. — / / / _ ) �� 1 (ABUSE RE51STANT 6WB $ELOPI 8'-0" A.F.F) / — — -- — O.H. DOOR W/ HEAD DRAIN PIPE, ROUTE E -- WATER HEATER TO 5/8" TYPE 'X' GWB BOTH / / WEATHER SEAL. TO EXTERIOR OF BE PLACED ABOVE 51DE5 U.O.N. BUILDING RE5TROOM CEILING EXISTING WA61L ASSEMBLY (WHERE OCCURS) — EXISTING STUD METAL STUDS PER PLAN WALL ASSEMBLY 00< METAL FURRING CHANNEL VARIES Li SPECIFIED BASE 00< PER PLAN CONT. MTL. RUNNER ANCHOR TO ; •, CONT. MTL. RUNNER ANCHOR TO /4" X 2 X 2" BENT FLOOR AT 24" O.G. WITH POWDER FLOOR AT 24' O.G. WITH POWDER 5TEEL PLATE - ACTUATED PINS. ACTUATED PINS. SECURE W/ I/2" COL NOTE: PIPING 15 DIAGRAMMATIC ONLY. FIELD VERIFY fellSUSPENDED ACOUSTICAL ANCHORS - ACTUAL CONDITIONS. ANCHOR OR SUPPORT WATER HEATER TO FINISH FLOOR FINISH FLOOR"II TILE (WHERE OCCURS) DUR-O-WALL D/A BUILDING STRUCTURE TO RE51ST SEISMIC FORGES PER UPC, 1/6' FOAM TAPE 1/5" FOAM TAPE v 110 OR EQUAL VV/ 1/4" TRIANGLE PARTI N FURRING�AIL PARTITION WALL SEISMIC BRACE !✓EDOOR HEADER TIES ® 16" O.G., PAINT PER ELEVATION ERHEATERBRACING 2 3 &9RH.EAD 3" = 1'-011 09-015A22 3" = 1'-0" 09.015A22 3" = 1'-0" 09.015A22 17 09-050A82 09-002A42 PANEL CLOSURE AND HEAD FLASHING PER MANUFACTURER METAL STUD RUNNER INSTALLATION REQS. MTL STUD. REFER TO WALL GRID LEGEND FOR WALL TYPES. • • DRIP SET IN CAULKING ATTACH TO FRAME W/ STAINLESS H.M. DOOR /4" X 2X 2" BENT ` SUSPENDED ACOUSTICAL STEEL SCREWS PAINT TO STEEL PLATE -SECURE W/ I/2" COL ANCHORS - CEILING z (WHERE OCCURS) MATCH FRAME ff DUR-O-WALL D/A 110 OR O.H.DOOR O ' METAL JOISTS PER STRUCTURAL EQUAL W/ 1/4" TRIANGLE ;fl Fj VZ WEATHER5TRIP TIES @ 16" O.G., PAINT TO MATCH WALL CONTRACTOR TO SPRINKLER LINE TO RUN �A HEAD THRESHOLD COORDINATE LOG. W/ ROLL -UP I t t t l l l l l l l l l l t l DOWN WALL AND INTO CEILING J015T CAVITY DOOR SUPPLIER. GONG. LANDING W/ EXISTING 5TUD WALL ASSEMBLY. 5 /4" T4G PLYWOOD PER i/2" EXP. JT. STRUCTURAL INTERIOR EXTERIOR a STRPPING R D D ° COILING O.N. METAL STUD D o ° D EXTERIOR DOOR VERIFY EXISTING RUNNER D D GONG. SLOPES N o• AWAY FROM DOOR. IF NOT, D° DO O PROVIDE THRESHOLD AT ° g o ° d ° O �O d \ DOOR WITH AND INSULATED HOLLOW METAL a a _ DOOR AND FRAME (1YP.) © JAMB ° OO ° • ' ° - AI SE'� T — — — — a. GONT. ANGLE a•• c ° ° ° °. ° 0 0 a MOUNTED TRACK 4 a. 5/8' GWB ADA COMPLIANT W/ JAMB GASKET SEAL a d THRESHOLD PER SPEC. VERIFY CONTINUOUS a �. d a 0 ACOUSTICAL 01 /13/16 INSULATION © SILL EXTERIOR MAN DOOR H.M. DOOR BASE O�/ERHEAD DOOR JAMB O.H. DOOR BASE SECTION AT RESTROOMS 6 _ 7 8 O 3" = 1'-0" 04-067A7 3" = 1'-0" 04-06A73 3" = 1'-0" 04-067A73 '� _ �� 3 1 -0 04-067A73 " _ 3 1 -0 04-067A81 SECTION CONFIGURATIO SYMBOL KEY WALL TYPE TAG: INSULATION: BRACE TO M X x NO INSULATION STRUCTURE } ED O INSULATION ACOUSTICAL INSULATION HARD LID LAY -IN GEILIN6 CEILING WHERE WHERE OCCURS ~ SECTION CONFIGURATION L�J THERMAL INSULATION OCCURS A PLAN CONFIGURATION o� ~ S "REFER TO INTERIORS DRAWINGS FOR FINISHES, WALL HEIGHTS, AND CEILING SOFFIT DETAILS. z U _ ft OKI` E'V'l S I ON -,N .0 REVIEWED FOR M-.-L- CODE COMPLIANCE APPROVED MAR 11 2016 RECEIVED City of rUkwnla CITY OF TUKWILA BUILDING DIVISIONS FEB 2 '2 2016 : PERMIT CENTER PLAN CONFIGURATION: 10 SERIES: ONE LAYER EACH SIDE, 20 SERIES: TWO LAYERS EACH SIDE, 30 SERIES: THREE LAYERS EACH SIDE, 40 SERIES: 01551MILAR LAYERS EACH SIDE, 50 SERIES: SHAFT, 60 SERIES: FURRING, '70 SERIES: GMU, 60 SERIES: CONCRETE, CIO SERIES: M15G/5PECIALTIE5 TYPICAL WALL AL L NOTES PARTITION: NON -RATED FURRING: NON -RATED 1. ALL INSULATION SHALL HAVE MAXIMUM FLAME SPREAD INDEX OF 25 AND MAXIMUM SMOKE DEVELOPED INDEX OF 450 IN ACCORDANCE WITH IBC 719.2 2. REFER TO SPECIFICATIONS FOR LOCATION AND LIMITS OF DIFFERENT TYPES OF GWB SUCH AS TILE BACKER BOARD, MOISTURE OR MOLD RESISTANT GWB, FIRE —RATED GWB. ETC. EXISTING E.I.F.S 3. STUD GAUGE AND SPACING SHALL BE PER BIDDER DESIGN AND SUBJECT TO REVIEW BY I � 5/8" GWB. ARCHITECT, STRUCTURAL AND AHJ. TYPICAL EXTERIOR STUDS ARE 43 MIL U.O.N. I s I 5/8" GWB 4. FIRE RATING AND SOUND TRANSMISSION COEFFICIENTS ARE BASED UPON THE ASSEMBLIES ` 5/b" 6WB r SHOWN WITHOUT INSULATION, UNLESS NOTED OTHERWISE. STUD PER SCHEDULE STUD PER 50HEDULE 5. REFER TO WALL DETAILS FOR TERMINATIONS, CONNECTIONS, PENETRATIONS AND INTERSECTIONS. I, I I � INSULATION IF NOTED 6. ACOUSTIC SEALANT SHALL CONFORM TO ASTM C919-02. I ' I INSULATION IF NOTED 7. SEPARATE BACK TO BACK ELECTRICAL OR OTHER UTILITY BOXES BY AT LEAST ONE STUD PARTITION SYSTEMS METAL LINER PANEL -WHERE OCCURS ADJACENT EXISTING WALL BAY IN SINGLE STUD WALLS AND TWO STUD BAYS IN STAGGERED STUD OR DOUBLE STUD ASSEMBLY WALL ASSEMBLIES. 8. SEAL ALL DUCT, CONDUIT OR PIPING PENETRATIONS THROUGH ACOUSTICALLY RATED 12 3-5/8" METALSTUD ®I6" O.G. WACOUSTIC INSULATION I-I/2" FURRING CHANNELS ®I6" O.G. bl CONSTRUCTION TO PREVENT DIRECT CONTACT USING RESILIENT NON —HARDENING CAULK./ USE FIRE —RATED ACOUSTICAL CAULK IN FIRE —RATED CONSTRUCTION. 13 6" METAL STUD ® 16" O.G. W/ ACOUSTIC INSULATION 62 5-5/6" STEEL STUDS ® 16" O.G. 9. REFER TO PLUMBING DRAWINGS AND SPECIFICATIONS FOR VIBRATION ISOLA11ON REQUIREMENTS IN AREAS WHERE PLUMBING RUNS IN PROXIMITY TO NOISE -SENSITIVE SPACES. 10. STAGGER ALL JOINTS WHENEVER TWO OR MORE LAYERS OF GWB ARE SCHEDULED. 11. SECURE BATT INSULATION TO THE STRUCTURE AS REQUIRED TO PREVENT SAGGING OR DISPLACEMENT. 12. CONFORM STRICTLY TO TESTING AGENCY ASSEMBLY DESIGNATION REQUIREMENTS NOTED FOR ALL RATED WALL TYPES. 13. METAL LINER PANEL BY OWNER THROUGHOUT STORAGE AND ELEVATOR LOBBY AREAS, PROVIDE BACKING AS REQUIRED. REFER TO METAL PARTITION SYSTEM DRAWINGS MW REGISTERED I A/ReHirEc�' ro A. de Magalhaes Castro[ STATE OF WASHINGTON �ha:«..v uo• � v o. moow oEo!�oDc,��ova' N .O to O Nms. N 9 vco .+ " n h _ c �' v w,0•- o c o ,o vav oroOoEvcnv.o m y am °',-c0 w o S��o c ca;� n° �-o o o Ego: �E.cu-..''co-'o2• 16 .��d ° o 0 O N O o E>,u o•3v nwtcaul _ o LN © `o oov° oo«coo N u O E u N E O -C N u rn N W o Oo N 0 -u 2 m O.u�U�y O'. 2 CV, U ¢aawz`o v 2'3¢ E E E°uoE cn O N M [ti N O M E: u W cj o °80 v CD N 0 x�-vC., Ia cu U xco o� Zv"' rn CD a o o ca M" N E M Lo o 0o ao N p Ml � N _ r 00 co o 00 I-- a 0 U (.0 (0 (W f Z) U) Oz �O I Z W I— Q 1-- W`� W WIw dzz J Z OnJ J 00 CO � O U� z Z) coa) 06 �- p >-�ww= W � C9 JI'— z d _ — QLL z V� Z Q Z)7 C`1 � ,. J � LL CD O O u / REVISIONS NO. DATE BY Q 09/01/15 CITY Q 09/08/15 CITY 03 01/13/16 CONST. 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR. DOCS: 10/09/15 24"x36" SCALE: AS NOTED PLOT DATE: 01/13/16 CAD FILE: 14-145_AB2 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: CONSTRUCTION SET DETAILS 1" SINGLE -LOCK STANDING SEAM JOINTS AT 10' O.C. MAX. FILL JOINTS WITH SEALANT & CRIMP AWAY FROM WEATHER. JOitiTgk BAYONET JOINT ® HEMMED DRIP ON BOTH SIDES 22 GA COPING CAP - PITCHED TO IN51DE PER DETAIL5 2 4 5/A8.5. COORDINATE COLOR PER ELEVATIONS (3) STAINLESS STEEL RIVETS IN JOINT FILLED W/SEALANT OUTSIDE CORNER COPING ISOMETRIC — TYPICAL U.O.N. N.T.S. WATERPROOF MEMBRANE - CLAMP BETWEEN DRAIN FLANGE SLOPE DOWN UNIFORM o0 0 4v p ° u a v 4 NOTE: 7 T INLET OF DRAIN TO BE 1/2"• BELOW FINISH FLOOR ELEVATION OUTSIDE OF 6'-0" DIAMETER DRAIN BASIN D;=L= ORDRAIN NEW WALL PER PLANS N METAL STUD FRAMED INFLL WITH PLYWOOD FLOOR SHEATHING PER TURAL DWGS.. FLOOR FINIS( PER INTERIORS DWGS. ►�1 FLOOR FINISH TO DRAIN SLOPE DOWN UNIFORM �- ap 14 .a CRUSHED .TILE OR STONE • v PLUMBING FLOOR DRAIN WITH WEEP HOLES PIPING - SEE PLUMBING PLAN 09-002A41 WALL ASSEMBLY PER BUILDING SECTION RAIN LEADER CONCRETE SLAB BEYOND METAL STUD FRAMED RAMP WITH PLYWOOD SHEATHING ON SIDES AND TOP, SEE STRUCTURAL DWGS. d 4 d a 4 a 4 d a a. 4 .. a SEE DETAIL 1/A8.3 FOR COPING JOINT DETAILS 20 GA SHEET METAL COPING SLOPE TOWARD ROOF. COLOR PER ELEVATIONS CONT. 16 GA BENT TOP PLATE TYPICAL 3 PIECE 20 GA. GALVANIZED SHEET METAL CAP AND FACIA (PAINT) METAL PANEL SYSTEM (M.B.S.) ATTACHED TO PRE-ENGINEERED STEEL STRUCTURE PER METAL ROOFING ON PURLINS PER MRS BASE OF WALL ANGLE AND TRIM TRIM ANGLE ROOF HEIGHT CHANGE FLASHING SEALANT PARAPET DETAIL NO.1 SLOPE AND ROOFING BY M.B.S. J M1.0 SEE DETAIL 1/A8,3 FOR JOINT DETAILS N 20 GA SHEET METAL COI SLOPE TOWARD ROOF. C( N ELEVATIONS CONTINUOUS 16 GA. GAL' SHEET METAL CLEAT BEN 41/4' ATTACHED AT TOP (TYP. CAP FLASHING) WALL ASSEMBLY PER WAI SECTIONS 04-067A73 51-0" X 1'-0" PAN BY PLUMING CONTRACTOR EXTEND 18' MIN. I'-q" (F.V. CLEAR OF COLUMN PLINTH BELON EXTM 10" MIN. BLOCKING AS 2" WATER REQ'D (TYP) OVERFLOW DRAIN DAM r ROOF DRAIN COLLAR FLASHING : PURLINS NOT I MASTIC OR APPROVED SEALANT (TIP)-� SHOWN FOR CLARTY LB" ROOF PURLINS BY M.B.S. DRAIN BOWL AND CLAMP TO M.B.S. BY ROUTE D.S. THRU ROOF AND HOLD TIGHT TO INSIDE G.C. INSTALL IN OF EXTERIOR WALL PER PLAN AND CONNECT TO STRICT ACCORDANCE STORM WATER SYSTEM - REFER TO BUILDING W/ MFRS REQMTS SECTIONS AND CIVIL DRAWINGS ROOF DRAIN & OVER FLOW N.T.S. (1 of 2) I I I I I ------------------------------------------------------------------- I I I I I I I RAMP DETAIL 3" = 1'-0" 04-067A73 METAL FRAMING PER M.B.S. — TYPICAL WALL ASSEMBLT. REFER TO WALL SECTIONS y L_ CONTINUOUS BUTYL SEALANT AT BAS ANGLE - MIN. R-10 RIGID INSULATION TO TOP OF FOOTING CONCRETE FOOTING PER STRUCTURAL COLUMN PER M.B.S. CONCRETE SLAB OYER METHANE IMPERMEABLE VAPOR BARRIER OVER 4' CAPILLARY BREAK CONCRETE FOOTING BEYOND PARAPET DETAIL N0.2 3" = 1'-0" 04-067A73 PRE -FINISHED CORRUGATED METAL PANELS PER BUILDING SECTION CLOSURE GASKET, TYPICAL CONTINUOUS METAL GUTTER EXTEND 16' UP BACK FACE OF PARAPET ROOF DRAIN WITH DOME STRAINER WITH 4' OVERFLOW BEYOND - 2' ABOVE GUTTER. BOTTOM OF OVERFLOW TO BE 2' LOWER THAN ROOF. (MIN) EP.0 M. LINER ON ROD BOARD IN METAL GUTTER. SEE DETAIL 5/A8.3 FOR PAN DETAIL ROOF ASSEMBLY PER BUILDING SECTION TYP. GUTTER DETAIL 3" = 1'-0" 04-067A73 VRAIN LEADER WALL ASSEMBLY PER BUILDING SECTION ---- ---- - METAL STUD FRAMED INFILL WITH PLYWOOD FLOOR SHEATHING PER STRUCTURAL DWGS.. FLOOR FINISH PER INTERIORS DWGS. N BOWLING ALLY FLOORING BOWLING ALLY SUB-FI.00RING 2" BOXING FLOOR JOIST —. n I� oH----------------------------- - ' � I I I I ------------------- 11 FOOTING DETAIL N0.2 04-067A73 I I it I I I I I I I I I I I I z II II I I II EXISTING WALL ASSEMBLY. DEMO E.I.F.S TO REVEAL PER WALL SECTION AND PATCH BACK TO FLASHING NEW OFS TERMINATION WITH DRIP EDGE, BACKER ROD AND CAULK. SEISMIC GAP FLASHING 0818gg SUPPORT ANGLE ATTACHED TO EXISTING SUBSTRATE AT 12' O.C. BASE OF WALL TRIM AND ANGLE ROOF HEIGHT CHANGE FLASHING SEALANT JOINT COVER BY L SEISMIC GAP CONSTRUCTION SPECIALTIES. METAL PURUN PER MRS.- I I II II II II II II II II II II II II II II II II II II AT WALL SEISMIC GAP EXISTING 3" = 1'-0" SIM. AT VERTICAL CONDITON I 'REFER T011/A8.3 FOR ADDITIONAL NOTES FOOTING DETAIL N0.1 3" = 1'-0° 04-067A73 01 /13/16 OWUNG ALLEY FLOOR AND CRIBBING BY BRUNSWICK - CONCRETE SLAB PER STRUCTURAL - CONCRETE FOOTING PER STRUCTURAL - MIN. R-10 RIGID INSULATION - A ° v da 4 -- o a- o- 40 -- o---- 4 Q o QQ 1 _ a d d d 1.6 Q d• 4. REVIE D FOR CODE COMPLIANCE APPROVED d ° .� MAR 11 2016 RECEIVED City OfTukwil ........................: ....... ..... .....GITY..QE TUKWILA BUILDING DIVISION FEB 2 2 2016 FOOTING DETAIL N 0.3 PERMIT CENTER ,i 3" = 1'-0" 04-067A73 Tess N'� REGISTERED HI4 Pedro A. de Magalhaes Castro STATE OF WASHINGTON U L2.2 v ccvvv.-v ....L....• c �+^ o o _j aov oEo�o V q H d p N� Y N f. y � -:2 .2 n0 a� oo Eyvn°c'.n o vE., v�. . . pv».v N N O. ' O C O Q C I.— p 0 _� 2 3 2 0 Oi y 0 O E i! N NE ° g p.pi> 0ON J O O�+�n p•�—F nut Ecc`c3v,nuvi�oaE F Uw Opt• N 0 0 1 T -d a� W>0Z..L.. Oo N> v Ep 0C'i •+J pmo uvi w w:.'o� vJv p6,z u ® v,`2o ..`o vaoo c Hu`0'- L,�E o L � W NU01"✓ v01 pW L W W O L C L y p y L C o a ' o, 0 0 U U H U V w N v ¢a`a`�z`ov2`3¢Eaa°uaa o �J W 0 Un z I 0 LJ- F W I— WU) �U) W W U J Lu Y Z z z ��( 'S J o0 00 J z 00 °6 Q i1 W ♦0 V Vof W z 2 J I— Uza FW- V Q � J LL o o r H REVISIONS NO. DATE BY 0 09/01/15 CITY Q 09/08/15 CITY Q3 01/13/16 CONST. A 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR, DOCS: 10/09/15 24"x36" SCALE: AS NOTED PLOT DATE: 01/13/16 CAD FILE: 14-145 A83 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: CONSTRUCTION SET DETAILS 5/8" GYPSUM BD. EA. SIDE MTL STUD WALL. SEE PLAN FOR SIZE (DOUBLE STUD AT JAMBS). HOLLOW METAL FRAME (WRAP AROUND GYP. BD.) OR WOOD FRAME. REFER TO SCHEDULE. SOLID CORE WOOD OR HOLLOW METAL DOOR PER SCHEDULE. 0 NOTE: PROVIDE AT ALL TOILET ROOMS (MOUNT CENTERED ON DOOR) SEE DETAIL 1/2" RADIUSED CORNERS TYPICAL WHITE GRAPHIC SYMBOLS AT RESTROOMS WITH 1/4" GRAY PLASTIC LAMINATE WITH POLISHED EDGES d' DOOR UNDERCUT \ 3/8" AT HARD \ SURFACE. \ MOUNT WITH DOUBLE \ FINISH BACK TAPE FLOOR 3/4" HIGH WHITE — TACTILE LETTERS W/ B] THRESHOLD BRAILLE CHARACTERS INTER0 IOR DOOR 2 RESTROOM SIGNAGE 3" = 1'-0" 09-015A22 NOTES: 1. PROVIDE CROSS -BRACING FOR SUSPENDED ACOUSTICAL CEILING SYSTEM 0 12'-0" O.C. BOTH WAYS WITH (MIN.) NO. 12 GAUGE WIRES PER ASCE 7-10, ASTM C635, ASTM C636 AND ASTM E580. 2. THE HORIZONTAL RESTRAINT POINTS FOR THE LATERAL FORCE BRACING SHALL BE PLACED NOT MORE THAN 12' O.C. IN BOTH DIRECTIONS WITH THE FIRST POINT WITHIN 6' FROM EACH WALL. 3. TO FACILITATE INSTALLATION, MAIN RUNNERS AND CROSS RUNNERS MAY BE ATTACHED TO THE PERIMETER MEMBER AT TWO ADJACENT WALLS WITH CLEARANCE BETWEEN THE WALL AND THE RUNNERS MAINTAINED AT THE OTHER TWO WALLS IN SUCH WAY AS TO BE INDEPENDENT OF THE WALL STRUCTURE AND SHALL BE BRACED BY LATERAL FORCE BRACING AT 12' O.C. MAXIMUM. 4. ACOUSTICAL CEILING SYSTEMS SHALL COMPLY WITH IBC 803.9. 5. FOR AREAS EXCEEDING 1,000 S.F., HORIZONTAL RESTRAINT OF THE CEILING TO THE STRUCTURE ABOVE SHALL BE PROVIDED. 6. FOR AREAS EXCEEDING 2,500 S.F., A SEISMIC SEPARATION JOINT SHALL BE PROVIDED. 7. ALL PENETRATIONS SHALL HAVE A 2" OVERSIZE RING TO PROVIDE FREE MOVEMENT OF AT LEAST 1" IN ALL DIRECTIONS. B. ALL CABLE TRAY AND ELECTRICAL CONDUITS SHALL BE SUPPORTED SEPARATELY OF THE CEILING. MAXIMUM RECOMMENDED LENGTHS FOR VERTICAL COMPRESSION STRUTS EMT CONDUIT 1/2' EMT CONDUIT UP TO 510' 3/47 EMT CONDUIT UP TO 7 8' 1' EMT CONDUIT UP TO 9' 9' METALSTUDS SINGLE 1-5/8" x 33 MIL STUD UP TO 12' 0' BACK-TO-BACK 1-5/8' x 33 MIL STUDS UP TO 15' 0' SINGLE 2-1/2' x 33 MIL STUD UP TO 13' 6" BACK-TO-BACK 2-1/2' x 18 MIL STUDS UP TO 15' 0" NOTE PLENUM AREAS GREATER THAN 16 0' HIGH WILL REQUIRE ENGINEERING CALCULATIONS FOR COMPRESSION STRUTS �— 12 GA. VERT. WIRE (TYP.) NON-COMBUSTIBLE STRUT CAPABLE OF RESISTING VERTICAL COMPONENTS INDUCED BY BRACING HIRES. FASTEN SECURELY 8 MAX 3 TURNS MIN. (TYP.) 8' MAX TO STRUCTURE ABOVE. MAIN RUNNER OR CF TEE 12 G.A. VERT. HANGER WIRE t _ 0 4'-O" O.C. BOTH WAYS m 45' — LATERAL FORCE BRACING 4 EA. 12 GA. WIRE SECURED TO MAIN RUNNER WITHIN 2' OF CROSS TEE INTERSECTION & SPLAYED 90' FROM E.A. OTHER 12'-0" O.C. IN BOTH DIRECTIONS W/FIRST POINT 45" WITHIN 4'-0" FROM EA. WALL PROVIDE 3/4' SPACE 0 OPP, WALL MAIN RUNNER ACOUS. ILE CROSS TEE 2' PERIMETER WALL ANGLE SUSPENDED CEILING BRACING ATTACH MI]JBFRSO PERIMETER & TWO ADJ. WALLS ONLY. RAKE FASCIA PER M.L STITCH FASTENI PER MA RAKE F R PER M.EETAINE 3" — 1'-0" PLAN AT NON -RATED WALL 04-067A73 REFER TO WALL SCHEDULE WALL TYPE PER PLANS. METAL WALL PANEL PER METAL BUILDING SUPPLIER PARITALLY RECESSED FIRE EXTINGUISHER CABINET T.O. EXTINGUISHER +60" A.F.F. MAXIMUM (40 Ib. MAX. WEIGHT) FIRE EXTINGUISHER & CABINET , BY JANUS " LOCATE PER EGRESS PLAN, VERIFY w/ FIRE MARSHALL ' ELEVATION FIRE EXTINGUISHER CABINET SCALE: 1 1/2" = V-0" TYPICAL RAKE DETAIL 3" = 1'-0" WALL WATER DIVERTER PLATE PER M.B.S. " z MTL. ROOFING ON NOTE: PURLINS SPACED PER SEE MECH. DRAWING FOR M.B.S. SET ON STRUCTURAL DUCTWORK PENETRATIONS BEAMS PER M.B.S. & H.V.A.C. UNIT LOCATIONS 2 HVAC CURB DETAIL NEW EIFS TERMINATION WITH DRIP EDGE, BACKER ROD AND CAULK, HEAD WALL TRIM WITH EXTENDED HORIZONTAL LEG 6" MTL STUD JOIST AND WALL AT 16' O.C. '6' MIN. OVERLAP OF END OF INSULATED CURB BY M.B.S. STEEL SUPPORT FRAMING BY M.B.S. BATT INSUL. W/ VINYL FACING SEISMIC GAP VF-50� SERIES EXPANSION �� JOINTT�COVER BY CONS UC110N SPECIALTIES. METAL PURUN PER M.B.S. SEISMIC JOINT AT "DOGHOUSE". 1" = 1'-0" MTL. PANEL/STUCCO TRANSITI 6" = 1'-0" 12 GA. LATERAL SUPPORT PARE WITHIN 3" OF EACH CORNER OF LIGHT FIXTURE. SPLAY WIRES AS SHOWN AND FASTEN TO BEAM OR PURUN. MIN. OF 3 W1RE TURNS EA. CONNECTION POINT. 12 GA. FIXTURE SUPPORT WIRES AT CENTER ENDS OF EA. FIXTURE --� FIXTURE SUPPORT WIRE SUPPLIED BY CEILING CONTRACTOR. I 60' MAX. TYP. 45' 45' `- RECESSED FLUORESCENT FIXTURE CROSS TIE MAIN STRUCTURAL RUNNER 4'-0' O.C. LIGHT FIXTURE BRACING TYP. 3" = 1'-0" 04-067A73 I SEE DETAIL 16/A9.1 FOR RAKE CONDITION 6' MTL STUD JOIST WALL AT 11 O.C. METAL PARAPET PANEL BY M,B.S. (NUT VARIES) BASE OF WALL TRIM AND ANGLE, SEE DETAIL 4/A&3 ROOF HEIGHT CHANGE iNG SEALANT I 2 2" 0 0 0 ATTACHED 2" WALL MOULDING T 3" = V-0" ARMSTRONG CROSS TEE 08-116A72 POP -RIVET THIS SIDE ONLY —FACIA MOLDING PER MANUFACTURER __411 U CHANNEL MOLDING SEISMIC SEPARATION JOINT N.T.S. tL HANGER ARMSTRONG MAIN BEAM MIN. 2" MIN. 5/4" AT UN -ATTACHED WALLS STRONG I BEAM ARMSTRONG CROSS TEE MIN. 5/4" AT UN -ATTACHED WALLS SUSP. CLNG COMPRESSION STRUT 3" = 1'-0" 04-067A73 ICE EWED FOR BODE COMPLIANCE APPROVED I BAR 1 1 2016 City ()f ` Ljkwila BUILDING DIyIE;ION s -ARMSTRONG ANGLE MOLDING ARMSTRONG STABIUZER BAR, OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS FROM SPREADING APART. ARMSTRONG MAIN BEAM -ARMSTRONG ANGLE MOLDING -ARMSTRONG STABILIZER BAR, OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS FROM SPREADING APART. ARMSTRONG CROSS TEE SUSPENDED CLG. DETAIL - SEISMIC 3" = 1'-0" 04-067A73 1° i N 1"x2"A/8" THICK RECEIVER CHANNEL w/ .25" WELDED WIRE FABRIC (PAINT) SCALE: NO SCALE 2" 2" 2" 2" DIA. PIPE RAIL N PLAN 00 iv 11 3/8" M I 3/8" STEEL PLATE w/ (4) BOLTS TO MEZZANINE FRAME (PAINT) ION SCALE: 1 "=1'-O" PROVIDE NEW TERMINATION, BACKER ROD, AND CAULK AT EASING E.I.F.S. VF-500 SERIES EXPANSION JOINT COVER BY CONSTRUCTION SPECIALTIES. BATT INSULATION TO FILL ENTIRE 18 GA. BRAKE METAL CAVITY AT SEISMIC JOINT FLASHING, PAINT TO MATCH WALL COLOR. o w GWB HAT CHANNEL OVER PURUNS PER WALL SECTION HEMMED EDGE W w/ BACKER ROD, CAULK. (SIM. AT STUCCO) INSULATED METAL PANEL PER WALL SECTION MTL. PANEL OR STUCCO GWB (WHERE OCCURS) FINISH PER ELEVATION RECEIVED CITY O _JLK46AAVITY BY M.B.S. FE 2016 01/13/16 PERM TULATER 20 SEISMIC JOINT PLAN VIEW 1 3" = 1'-0" 7855 REGISTERED ZHV t��d V °� Y« v vi or w v v t„ WCC OOtLL OY u °• n ONa�U-'O. a o v W.N.. :U d��°-.-. Vl�wNd.r-UwU �cw `oa; oEdca a u° n23 -co -a 0 c'-v `o� n -E 6'y° o o °N a EvY cY 3: . °'° � E 3vE E° oa 1,1.2 ^O V N v n G N c E Z r N y � O N C.4 E°„d3w° 5o ° N N ® J N N N D w 0 0 yo—P" C fn w0 �NUO•N .'`.NE O '� rnw,, a° o o� °•�a a. 0. CL O.w r`+ O0 L.Lwi+L U)0oEJao� � - U05a �Ib•2N C OD W (n O CO U R 4) O E-+ in c0 ~ `o c U) U m co 0 04Z„U-�Q o c Emu > E L � � N N LO00 M co 0 00 W ♦^ 0 z O F- Z W I— I- Z W`n � W � WSW U Y. Z 0 S J J 00 00z e- w � U. Zca Co <0 0WQ�z Z LU = �rzWQ Q J � LL o Y d ILL< ti I-- REVISIONS 0. DATE BY 1 09/01/15 CITY 09/08/15 CITY 01/13/16 CONST. 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 07/27/15 PERMIT RECEIVED: 10/02/15 BID DOCS: 09/16/15 CONSTR. DOCS: 10/09/15 36" SCALE: AS NOTED T DATE: 01/13/16 AD FILE: 14-145 A91 JOB NUMBER: 14-145 NECKED: JCP RAWN: DYM/JCP STATUS: CONSTRUCTION SET CLr-:s. PLAN LEG;ENE): DENOTES WALLS/FURRDOWNS WHERE FRAMING EXTENDS FROM FLOOR TO DECK. GYf=5UM BOARD AND WALL FINISH SHALL EXTEND TO DECK ON "EXPOSED STRUCTURE" SIDE AND EXTEND 4" ABOVE CEILING ON "NON-EXi=05ED STRUCTURE" SIDE - (BRACE WALLS TO STRUCTURE - 4'-0" O.C.) PROVIDEOUT T g II I I I TOP SIDE OF :� -� — u SOFFIT FOR "' o .. u . J/Ato C I .—Oil .. -1 SCENT -AIR SYSTEM utr 1 FROVIlDrE Fow FOR 51GNAGE O MOUNTED ABOVE — - - „N. -I'. - ?0`=0 - - - - - I- - - - - - - -+— - - - - - - I- soFFIT. I I CkAll I l I I I CEILING M94TERIAL SCHM:)ULE NO. CEILING; MATERIAL MSC;. &T�'LE FINISH 5IZE ® NOT USED ® NOT USED © 5�a " GYf=. BD. ON MTL. STUD FRAME (PAINT) _ © EXi=OSED STRUCTURE KEY NOTES: VANTAGE RECESSED LED DOWNLIG,HT } A6VLED-1-200L-3500K-L606Q-SCL LED RECESSED WITHOUT LENS DASAL ARCHITECTURAL LIGHTING 4" RECESSED LED DOWNLIGHT E) DLD•F-75-120-01-WHO-SIC-FL•4000K-80-100 LED RECESSED VANTAGE PENDANT MOUNT LED DOWNLIGHT C VP6141NC-100WPAR30-1-BLK-SCL-FFP30/24/120/3K LEO SUSPENDED PROVIDE CORD LENTH TO SUSPEND AT 12`A.F.F, COOPER INDUSTRIES - AMETiIX LED WALL WASHER - REFER TOA601 FOR LENTHS 1 D LC-1-3000K-1-C-120V-24-30 LED SURFACE -MT AND A602 FOR INSTALLATION DETAILS I HORIZON W FLUORESCENTSTRIP FIXTURE WITH ELECTRONIC BALLAST E S232D-F32T8-800-SPX-GE-HLF132MVN 2 32W-T8 SURFACE (HORIZON 2 LAMP, 4FT SURFACE MOUNT INDUSTRIAL H ST132D-HLFF32WT8SP35•AR4 2. 32W-T8 SURFACE FIXTURE. -ELECTRONIC BALLAST NEXUS EXITFIXTURE, RED LETTERS, COMBINATION EXIT/EMERG. I 7 LBSBXI4R-29 LED SURFACE 2 HEADS, FACES AS REQUIRED, 90 MIN. BAKERY EDGE LIGHTING LED WALL WASHER - REFER TOAG01 FOR LENTHS 0 LCMG 7-24V-(REFER TO A601 FOR LENGi711S) 30K SA LED SURFACE -MT AND A603 FOR INSTALLATION DETAILS i EDGE LIGHTING LED SOFT STRIP WALL ACCENT LIGHTING 552C-24V-40-W W LED SURFACE MT REFER TO A500 SHEETS FOR LOCATIONS ------ oJ ------ OF — REVIEWED FOR CODE COMPLIANCE APPROVED MAR 11 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2016 PERMIT CENTER LED WALL REF: A601 lWHY6,01 SCALE: 1/4" =1' -0" SCALE: 3/4" = 1'-0" MTL. STUD BRACE 4'-0" O.G. MTL. STUD FRAMING 16" O.G. rw i . avrn i 10" HI AXIOM MTL EDGE TRIM W/ FACTORY MITERED OUTSIDE CORNERS SUSPENSION WIRE RUNNER CHANNEL IT 24" O.C. FURRING CHANNEL a 24" O.C. W/ WIRE CLIP GWB (PTD.) AXIOM BOT. DRYWALL TRIM A = • SCALE: 3" = 1'-0" No" GYP. BD. ON A'e" MTL. STUDS 6 16" O.C. (PAINT) SCALE:3/4" = 1'-0" HANGER WIRE ■ r M.- SIGNAGE - BY SIGNAGE VENDOR MTL. STUD FRAMING a 16" O.G. GWB EL. 10'-0" BOT. SOFFIT WALL OPENING 13EYOND MTL. STUD BRACE 4' - 0" O.C. MTL. STUD FRAMING a I6" O.C. CONT. CM 4PERY MTCa. 14DWR. GWB EL. 11'-0" BOT. SOFFIT ENTRANCE I T SECTION p SCALE: 3/4" = 1'-0" ,at6.2 SCALE:3/4" = 1'-0" MTL. STUD BRACE -m 4' - 0" O.G. MTL. STUD FRAMING a 16" O.C. CONT. DRAPERY MTG. HDWR. GWB oL EL.II'-0" _ BOT. SOFFIT FIXT615M TAIL a MAPERY POCKET SCALE:3/4" = 1'-0" A6.2 No" GYP. B_ . _. . MTL. STUDS 6 16" O.C. A SGALt: 1/4' = r Na" GYP. BD. ON 6" MTL. STUDS ,s 16" O.C. - SECURE TO STRUCTURE ABOVE (LATERAL BRACE - 4'-0" MAX. OR AT EACH ROOF JOIST) (PAINT) FIXTURE SCALE:3/4" = 1'-0" _......- REVIEWED FOR CODE COMPLIANCE APPROVED MAR 11 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2016 PERMIT CENTER �OO SCALE: 1/4" = 1'-0" --REVIEWED FOR !CODE COMPLIANCE APPROVED MAR 11 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2 2 2016 '3ERMIT CENTER mp s Butler Manufacturing a division of BlueScope Buildings North America Inc. VPC FILENAME: 15-009523-038 UKAVVIIVV IIVUCA DRAWING TITLE PAGES TYPE COVER SHEET 1 PERMIT DRAWINGS NOTES 2 ANCHOR ROD PLAN 3-4 PRIMARY STRUCTURAL 5 -15 SECONDARY STRUCTURAL 16 - 23 COVERING 24 - 27 SPECIAL DRAWINGS STANDARD ERECTION DETAILS PLANOGRAPH DETAILS UKAVVlNU KCLCA0t r1lb I UKT DATE DESCRIPTION 08/30/15 1 FOR CONSTRUCTION REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: igM Structural Provisions of the International Building Code Non -Structural Provisions of the International Building Code 13 Others: The project applicant is responsible for conformance with all applicable Codes, permit requirements subtcet to the requirements'aini!Wit +rctations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility tier it complete design in accordance With the bats of the go erring jurisdiction and die State of Washington, Jurisdiction C 2of —roX W fa A BYCr- __✓ Date °i z5l i 5 REID MIDDIX,rON, INC. i I Code Review Consultant � I THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE BUTLER MFG. ENGINEER'S SEAL DOES THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. GENERAL (VOTES MATERIALS. ASTM DESIGNATION 3 PLATE WELDED SECTIONS A529, A572, A1011, A1018 GRADE 55 COLD FORMED LIGHT GAGE SHAPES A653, A1011 GRADE 60 BRACE RODS A572, A510 GRADE 50 HOT ROLLED MILL SHAPES A36, A529, A572, A588, A992 GRADE 36 OR 50 = HOT ROLLED ANGLES A529, A572, A588, A992 GRADE 50 HOLLOW STRUCTURAL SECTION (HSS) A500 GRADE B CLADDING A653, A792 GRADE 50 OR GRADE 80 A325 & A490 BOLT TIGHTENING REQUIREMENTS IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION. SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAYBE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE -TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTRACT. ALL A490 BOLTS SHALL BE "PRE -TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE "SNUG -TIGHT" EXCEPT AS FOLLOWS; PRE -TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE -TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS REVERSALS ON CONNECTIONS. PRE TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. PRE TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC)"CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE -TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. CODES AND LOADS WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. Building Code: 2012 International Building Code Bowling Lanes: Building Risk/Occupancy Category; III (Hazardous / Special Occupancy), Collateral Gravity: 5.00 psf (Not Including bldg wt) LIVE LOADS AND RAINFALL Roof Live Load 20.00 psf (Not Reducible) Rainfall: 0.10 Inches per hour CONCRETE FOUNDATIONS Compressive Strength (Min.) - Pc: 3000 psi SNOW LOAD Ground Snow: 25.00 psf, Flat Roof Snow: 19.25 psf, Design Snow (Sloped): 19.25 psf, Specified Min. Roof Snow: 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.100 Thermal Category (Factor): Heated (1.00) WIND LOAD The 'Low Rise' Method is Used Wind Speed: 110.00 (85.21) mph, Wind Exposure: C Basic Wind Pressure: 24.61 psf Topographic Factor. 1.0000 Wind Enclosure: Enclosed, 0.180 O Note: All windows, doors, skylights and other covered openings / must be designed for the specified above wind loads EARTHQUAKE DESIGN DATA Lateral Force Resisting Systems using Equivalent Force Procedure Mapped Spectral Response - Ss:156.00 %g, S1:54.00 %g Seismic Design Category: D (See Bolt Tightening Note Above) Seismic Snow Load: 0.00 psf Seismic Importance:'1,250 Soil Profile Type: Stiff soil (D, 4) Design Spectral Response Sds: 1.0000, Sd1: 0.5400 Ordinary Steel Moment Frames. Frame Redundancy Factorl.'3000 Framing R-Factor: 3.5000, Fram2 Seismic Factor (Cs): 0.3571, Design Base Shear = 0.3571 W Ordinary Steel Concentric Braced Frames Brace Redundancy Factor:1.3000 i Bracing R-Factor: 3.2500, Brace Seismic Factor (Cs): 0.3846, Design Base Shear = 0.3846 W FEE V 1ce-` t Y ED FOR CODE COMPLIANCE APPROVED OCT 0 2 2015 BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 812812015 9:06:44 COVER SHEET BUILDER: Steelcraft Construction CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S Po#: 64597 City of Tukwila BUILDING DIVISION JOB #: 15-009523-02 8/30/15 m DRAWN/CHECK: Butler Manufacturing BLW ! SMA PAGEr.7:_T; VPC VERSION: 2015..1--.-" -r; ,` J ..,�.."� a division o1 BlueSc6pe Buidl g Norl��( nM' InL 1 1, t i, 4 i1 3,) 1v,i00 BUILDER/CONTRACTOR RESPONSIBILITIES Butler Mfg. follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. Butler Mfg. standard product specifications, design, fabrication, quality criteria shall govern all work unless stipulated otherwise in the contract documents. In case of discrepancies between Butler Mfg. structural plans and plans for other trades, Butler Mfg. structural plans shall govern. It is the responsibility of the Builder to obtain approvals and permits from all governing agencies and jurisdictions as required. Approval of Butler Mfg drawings constitutes the builders acceptance of Butler interpretation of the contract purchase order. Unless specific design criteria concerning interface design and details are furnished as part of the contract, Butler Mfg, design assumptions shall govern. Butler engineers are not Project Engineers or Engineer of Record for the overall project. Butler engineering supply sealed engineering design data and drawings for Butler supplied material as part of the overall project for use by others to obtain permits, approvals, and coordinate with other trades. The Builder or A/E firm are responsible for the overall project coordination, including coordination with appropriate inspection and testing agencies. All interface and/or compatibility of any materials not furnished by Butler are to be considered and coordinated by the builder or A/E firm. CONSTRUCTION & ERECTION RESPONSIBILITY The Builder is responsible for construction in strict accordance with Butler Mfg. "FOR CONSTRUCTION" drawings and all applicable product installation guides. Butler is not responsible for work done from any other Butler drawings that are not marked "FOR CONSTRUCTION", nor any drawings prepared by others. As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice (in Canada — CSA S16), which require L/500 tolerance of installed members. Occasional field work including shimming, cutting, coping, and drilling for final fit —up are considered part of erection. Specified field work and field welding conditions indicated on these drawings shall also be included in the erectors scope of work. See Erection Guide for shimming procedure. For building with top riding bridge cranes see Crane Data drawing for column plumb tolerance. The building erector shall be properly licensed and experienced in erecting metal building systems. The Builder is responsible for having knowledge of, and shall comply with, all OSHA requirements and all other governing site safety criteria. The builder is responsible for designing, supplying, locating and installing temporary supports and bracing during erection of the building. Butler bracing is designed for code required loads after building completion and shall not be considered as adequate erection bracing. See Erection Guide. EXISTING STRUCTURES Butler must be advised of any existing structure that is within 20 ft. of Butler's building. Loadings of both buildings may be affected when adjacent buildings are within this distance. Butler cannot be responsible for the design or loading of existing buildings. BRACING Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be taken while tightening brace rods so as not to cause accidental or misalignment of components. All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. For long or heavy rods, or angles it may be necessary to support the rods at mid —bay by suspending them from secondary members. Bracing for seismic or wind loading of objects or equipment that are not a part of the Butler structure must be designed by a qualified professional to deliver lateral loads to primary frames and rod bracing struts. Equipment bracing and suspension connections must not impose torsion or minor axis loads, or cause local distortion in any Butler components. Butler accepts no responsibility for design or installation of bracing systems not furnished by Butler. FIELD WELDING All field welding shall be done at the direction of a design professional, and done in accordance with governing requirements (AWS in USA, CWB in Canada) by welders qualified to perform the welding as directed by the applicable welding procedure specification (WPS). A WPS shall be prepared by the contractor for each welding variation specified. The contractor is responsible for any special welding inspection as required by local jurisdiction. Filler metal shall be 70 ksi (480 MPa) tensile strength. For welds in high seismic force resisting system (Seismic Cat D, E or F), minimum Charpy V—Notch toughness shall meet AISC-341 criteria 20 ft—lbs min Q ODeg F). Interposs temperatures shall not exceed 550Deg F (30ODeg C). THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER, THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. VPC FILENAME: 15-009523-03B DELIVERIES It is the responsibility of the builder to have adequate equipment available at the job site to unload trucks in a safe and timely manner. The Builder will be responsible for all retention charges from carriers as a result of job site unloading delays. Claims for damage or shorts MUST be noted on the Bill —of —Lading or delivery receipt and filed against the carrier by the consignee as per Butlers Terms of Sales (F.O.B. Plant) under the Uniform Commercial Code. It is critical that damages or shorts be noted on the Bill —of —Lading or you have little recourse with the carrier. Immediately upon delivery of material, material quantities are verified by the Builder against quantities billed on the shipping document. Neither the Manufacturer nor the carrier is responsible for material shortages against quantities billed on the shipping document if such shortages are not noted on the shipping documents upon delivery of material and acknowledged by the carriers agent. For materials concealed in bundles, boxes, or crates, shortages must be reported immediately upon unpacking. Should products get wet, bundled and crated materials must be unpacked and unbundled immediately to provide drainage of trapped moisture. See Erection Guide for proper job site storage procedure. SEALANTS Sealants shall be applied in strict accordance with Butler details or weather tightness will be compromised. Sealant must be applied in temperatures and weather conditions consistent with labeling, INDEPENDENT MEZZANINES Independent mezzanines must be designed by a professional engineer. The engineer must ensure that proper isolation from the Butler building has been provided to avoid structural damage due to differential movements, or inadvertently apply loads to the Butler structure. Butler accepts no responsibility for the design of the independent mezzanine. FIRE CODE COMPLIANCE It is the responsibility of the project design professional and builder to comply with local fire code regulations including consideration of, but not limited to, building use and occupancy, all building construction materials, separation requirements, egress requirements, fire protection systems, etc. Builder shall advise Butler of any special requirements to be. furnished by Butler. FIELD MODIFICATIONS Modifications to this building from details and instructions contained on these drawings must be approved in writing by Butler Mfg. engineers, or other licensed structural engineer. This includes, but is not limited to, removal of roof or wall cladding, removing or moving any flange braces or rod braces, cutting of openings for doors, windows or RTU's, correction of fabrication errors, etc. The owner shall not impose loads to this structure beyond what is specified for this building in the contract documents. Butler Mfg. accepts no responsibility for the consequences of any unauthorized additions, alterations, or added loads to this structure. If the builder intends to invoice Butler Mfg. for modifications in excess of $1000, The builder must notify Butler Mfg. immediately, and obtain a Work Authorization from Butler Mfg prior to proceeding. All final claims must be submitted to Butler Mfg with all supporting documentation within 30 days of the building completion. Claims submitted without work authorizations, or after 30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderate amount of reaming, drilling, chipping / cutting and minor welding are considered by Code of Standard Practice to be part of erection are not subject to claim reimbursement. CONCRETE/MASONRY/CONVENTIONAL STUD WALLS The engineer responsible for the design of the wall system is responsible for coordinating with, or specifying to Butler Mfg, any wall to steel compatibility issues such as drift and deflection compatibility, special base details, and wall to Butler steel connections. All fasteners, sealant and counter flashing of wall systems are to be provided by contractor. The engineer responsible for the wall shall design the anchorage to Butler supporting elements consistent with Code required forces. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINSTHE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. PANELS Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several factors that include induced stresses in the raw material delivered to Butler, fabrication methods, installation procedures, and post installation thermal forces. Thru fastened panels will exhibit some dimpling when installed, especially when insulation is installed between panels and secondary supports. Dimpling can be minimized by careful installation, taking care not to over drive fasteners. Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then springing back into place. All panels experience this action to some degree, especially with concealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layer of blanket insulation between the panels and any hard support surface such as steel secondary members, substrates such as plywood, steel decking, or rigid board insulation. A minimum of 3 inch thick blanket is recommended over steel secondary members, or 2 inch over substrates. Oil canning, dimpling, and roof rumble do not affect the structural integrity or weather tightness of the panels and is not grounds for rejection of panels. The Standing Seam joint detail is designed with an interlocking feature for ease of installation. However, it is imperative that installed Standing Seam panels be secured to the secondary structural members and properly seamed prior to departure from the job site each day. SKYLIGHTS Local building departments may require added fall restraint due to conditions that may affect the skylight structural integrity. It is the responsibility of the builder to determine and provide any added fall restraint under the skylight as may be required by your building department. RAIN WATER RUNOFF Drainage systems must be designed by the project professional to comply with code requirements. Butler is not responsible for drainage designs, overflow scuppers, down piping, etc. The project professional and contractor are responsible to ensure that primary drains and overflow devices such as scuppers and auxiliary drains are provided as required for the required rain intensity at the building perimeter and at valley conditions to prevent ponding. STEEL SHOP COAT The purpose of Butler's shop coat is to provide protection for the steel members during transportation, during temporary job site storage and during erection. Standard shop formulation is not designed to perform as a finish coat when exposed to environmental conditions. Members shall be kept free of the ground and properly drained during job site storage. It is the Builder's responsibility to ensure that if a finish coat is being applied over Butler shop coat that the painting contractor verifies compatibility between his finish coat and Butler's shop coat. BUTLER MFG. ACCREDITATIONS AND APPROVALS Fabricator Approvals IAS AC472 Approvals: (www.iosonline.org/Metal—Building—Systems/MB.html) Listed under BlueScope Buildings North America, Inc. City of Los Angeles, CA #FB00031; City of Houston, TX 767; City of Phoenix, AZ C19-02008; Clark County 43 & 833 Design Approvals IAS AC472 Approvals: (www.iosonline.org/Metal—Building—Systems/MB.html) Listed under Butler Manufacturing, a Division of BlueScope Buildings North America, Inc. Canadian CSA A660 Certifications (http:/eng.cwbgroup,org/Certification/Pages/CertifiedCompanySearch.aspx) Listed under BlueScope Buildings North Americo, Inc. Engineering Certifications of Authorization USA--AR#576; FL#30427; ID#C-2470; IL#184-002649; KS#E-29; MS#E-0592; MO#E-2010007736; NC#F-0998; OK#CA417OPE; SD#C-1787; TX#F4828; WV#C03059-00; CAN--AB#P08900; NS#30123; ON#100148796; and YT#PP134 BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING MILE: p EWE REID MIDDLETON, INC, FOR CONSTRUCTION :VWED FOR DESCRIPTION: BUILDER: Steelcraft Construction JOB"' E COMPLIANCE 15-00952 0 CUSTOMER OATS: APPROVED LOCATION: Tukwila, Washington 19EEKHhT 8/30/15 ■Ml G ® DRAWN/CHECK: PROJECT: Family Fun Center Butler Manufacturing BLW / SMM OC i 0 2 2015 PAGE: 2 NTS BUILDERS PO": 64597 VPc VERSION: 2015.1 9:06:45 a &&ion of SIUeSCDP9 SuBdln9a North America, Inc. City of Tukwila �ul�,QING pIVISION ERECTION NOTES 6.5 5.5 O O O 127 -5 3/4'. T11 Y. �e h ti n � 4 6 D8 D8 D8 p9 I I I I I I i I I I I I I I I I I I I I I m I I 1 I I N I I I 1 I I I I I I I I I I ,L I'' ID3 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 U 2 I I I I I I I I REVIEWED FOR I I I I I I CODE COMPLIANCE APPROVED I m ' OC I 0 2 2015 I I I I I City of Tukwila Dl I IDS DTI DTI D-/ D9 BUILDING DIVISION o- �M��� 25 -6„ L 25 -0 25 -0 25'_0„ ,I 22,_1„ 122,_7" BL BL BL ANCHOR ROD PLAN 3 4'-0 3/411 REID .-,DDLETON, INC, 2 2'-9 15/16" _ _�..___.-.�_._._,_ 1 4'-4 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Dimension Key FOR CONSTRUCTION <*> THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY BUTLER MANUFACTURING BAYS. COLUMN BASE REACTIONS, BASE PLATES AND ANCHOR RODS ARE ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST. KANSAS CITY, MO 64102 ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DnrE: BY: DESCRIPTION: BUILDER: Steelcraft Construction JOB M THE BUTLER MFG. ENGINEER'S SEAL DOES .15- 009523-02 NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Tukwila, Washington 8/30/15 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL O DRAWN/CHECK TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING PROJECT: Family Fun Center Butler Manufacturing BLW / SMM REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: PAGE: NTS BUILDER'S Pos: 64597 vac veasloN: 2015.1 3 9 LENAME: 15-009523-038 r URWZU15 9:06:48 q I a division 11 BI"1S1,* Buildings North America, Inc. ,r IM 8 D� G� 1 IM a WIDTH WIDTH E W I TM o O C WIDTH o WIDTH C WIDTH G WIDTH i WIDTHa c 0 0 O O Q o G WIDTH rr W CL—QE W +T+ PITCH i G a PITCH z Y'- a a N GAGE N GAGE GAGE GAGE +T+ GAGE GAGE CAGE Q GAGE L C. I I I I I GAGE CL CL (L C. C. D1 (4)3/4" Dia. GR36 A.Rods D4 (4)3/4" Dia. GR36 A.Rods D5 (4)1" Dia. GR36 A.Rods D6 (4)1" Dia. GR36 A.Rods D7 (4)1" Dia. GR36 A.Rods D8 (4)1" Dia. GR36 A.Rods D9 (4)1" Dia. GR36 A.Rods Plate W=8" L=1'-1" D2 (4)3/4" Dia. GR36 A.Rods D3 (4)3/4" Dia. GR36 A.Rods Plate W=8" L=1'-0" Plate W=1'-1" L=1'-4" Plate W=1'-0" L=1'-1" Plate W=1'-1" L=1'-4" Plate W=11-0" L=l'-1" Plate W=10" L=1'-0" Dim: A=1'-0 1/2" B-2'-0" Plate W=1'-1" L=1'-1" Plate W-11-0" L=1'-0" Dim: A-11-0 1/211 Dim: A=1'-0 1/21, Dim: A-1'-0 1/21' Dim: A-1'-0 1/211 Dim: A-1'-0 1/211 Dim: A=1'-0 1/211 B=6" Gage-5" Pitch=5" Edge Out=4" Gage=10" Pitch=10" Gage=8" Pitch=8" Gage=5" Pitch=5" Edge Out=4" Gage=5" Pitch=5" Edge Out=4" Gage=5" Pitch-5" Edge Out=4" Gage-5" Pitch-5" Edge Out=4" Gage=5" Pitch=5" Edge Out-4" Gage-5" Pitch=5" Edge Out-4" Elev.=99'-6" Elev.=99'-6" Elev.=99'-6" Elev.=99'-611 Elev.=99'-6" Elev.=99'-6" Elev.=98'-0" Elev.=98'-0" Elev.=981-0" NUT HARDENED WASHER 4" (102mm) PROJECTION W BOTTOM OF COLUMN O o!+ANI BASE PLATE ELEV. Uj mFOUNDATION• CONSIDER ACE BETWEEN THE FOUNDATION LUMN BASE IN ANCHOR ROD REQUIREMENT 4" PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD GTH. A DIFFERENT PROJECTION MAYBE REQUIRED BYTHE THE ANCHOR ROD PROJECTION MAY NEED TO BE CUTOFF IF THERE IS INTERFERENCE WITH OTHER PARTS. SUGGESTED ANCHOR ROD PROJECTION BL, VARIES T-1c TTOM OF LUMNSE PLATE � LSM =1/2" (13mm) FLUSH = 0" (Omm) TYPICAL COLUMN BASE PLATE DETAIL 1. ANCHOR RODS, NUTS, HARDENED WASHERS AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR 2. ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FYW 6KS0. (ASTM FIS54 GRADE 36) ANCHOR ROD LENGTH, EFFECTS OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR RODS TO FOOTINGS ARE TO BE DETERMINED BYOTHERS. 3. UNLESS OTHERWISE SPECIFIED, ANCHOR RODS ARE DESIGNED AND DETAILED AS "CAST4N•PLACE" ANCHOR RODS WITH "SNUG TIGHT' CONNECTIONS. 4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH. ANCHOR RODS MUST BE ACCURATELY PLACEDASSHOWN ON THIS DRAWING OR STEEL WILL NOT FIr. THE GUILDER IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS PER AISC CODE OF STANDARD PRACTICE, SEC 13 VARIATIONS ARE SUMMARIZED BELOW; .'CENTER OF ANY TWO AR'S WITHIN A COLUMN BASE OROUP; "" b. CENTERS OF ADJACENT AR GROUPS;.114" c. TOPS OF AR'S;-4/L" d. ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS ALONG COLUMN LINE; +414" PER 100FT., NOT TO EXCEED I"TOTAL a. DIM FROM CENTER OF ANY AR GROUP FROM COLUMN LINE; w114. S. DESIGN LOADS AND REACTIONS ARE FURNI S NED IN THE REACTIONS REPORT. REvTEwE[) FOR CODE COMPLIANCE APPROVED UCI 0 2 2015 City of Tukwila BUILDING DIVISION it REID MIDDLETON, INC. FOR CONSTRUCTION THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 ANCHOR ROD PLAN - DETAILS REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: BUILDER: Steelft Construction craonsrucion JOB a. 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. CUSTOMER: LOCATION: Tukwila, Washington PRQIECT: Family Fun Center BUILDER'S Pop. 64597 O Butler Manufacturing vPc vERsloN: 2015.1 DATE: 8/30/15 DRAWNICHECK: BLW / SMA OrtAWING SCALE: NTS PAGE: 4 VPC FILENAME: 15-009523-03B 8/28/2015 9:06:47 a division of BlueScope Buildings North America, Inc. CLIP 001SB054040077 (SHORT LEG TO COLUMN)� I I\(jJll} / ti/ �O �0 I CLIP OOI.SE (SHORT LIJG Bracing Part Schedule Part Qty Length 04RS3505 8 35'-5" 07RS3411 8 34'-11" 3BSA2206614 1 23'-0 3/4" 03RT2000 2 20'-0" 03RT0803 1 8'-3" 03RU1305 1 13'-5" 5 2'-0" 4 4'-0 3/4" 3 5" 2 2'-9 15/16" 1 4'-4 11/16" Dimension Key 1. USE 1/2 X 1 1/2 A325•N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. VPC FILENAME: I "09523.03B 5.6 Rod and I Strut Bolts Qty d Grade Bolt Diam. Bolt Length PartNo 6. 6 to) 7 //�� lv, T t,$) Y n 7 1 1 2 A325 3/9" 2 1/2" 0097289 117'-5 3/4'• hh FCX006 CX003 FCX006 CX005 FCX007 CX007 FCX007 CX009 FCX006 CX011 FCX001 CX013 v — CX001 CX004 CX006 CX008 CX010 CX012 IIFCX006 FCX006 ff FCX007 FCX007 11FCX006 FCX002 to L 23,_6" l 25�_0" L 25-0" _ 25,_0.. L 21 _a T O LL 122,-7" BL BL BL PRIMARY AND ROOF BRACING PLAN THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. Shape Name = Bowling Lanes THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DI4AWINc scALE: NTS DESCRIPTION: REtl TWEED FOR CODE COMPLIANCE APPROVED OCT 0 2 2015 City of Tukwila BUILDING DIVISION ]DEWHME REID MIDDLETON, INC. FOR CONSTRUCTION PRIMARY AND ROOF BRACING PLAN BUILDER: Steelcraft Construction JOB#: 15-009523-02 CUSTOMER: DATE: 8/30/15 LOCATION: Tukwila, Washington BUTIZR 0 Butler Manufacturing VPC VERSION: 2015.1 DRAWNICHECK: BLW / SI PROJECT: Family Fun Center BUILDER'S POq: 64597 PAGE: 5 w,. gg ,v$"' st a division of BlueScope Buildings North America, Inc. Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 FCX006 30009 5.0000 .2500 .1345 8 1/2" 8 1/2" CX001 1 5.0000 .3125 .1875 1'-0" 2'-9" RBX002 2 5.0000 .3125 .1875 2'-9" 2'-1" 3 5.0000 .2500 .1644 2'-1" 1'-1" RBX003 4 6.0000 .3125 .1644 1'-1" 1'-1" 5 6.0000 .3125 .1644 1'-1" 1'-1" RBX004 6 5.0000 .2500 .1644 1'-1" 1'-1" RBX005 7 5.0000 .3125 .1875 1'-1" 1'-4" 8 5.0000 .3125 .1875 1'-4" 2'-9" RBX006 9 5.0000 .3125 .1875 2'-9" 3'-2" CX002 10 8.0000 .5000 .2500 1'-0" 3'-2" TCX001 11 HSS8X8X.188 8" 8" TCX002 12 HSS6XGX.188 6" 6" T Approx.Lgth Approx.Weight 5'-8 1/4" 63# 23'-3 5/8" 642# 16'-9 5/8" 417# 20'-6 3/16" 426# 10'-1 1/16" 174# 30'-0 15/16" 700# 10'-8 5/8" 420# 23'-6 15/16" 1260# 23-4 1/8" 48# 23'-1 1/4" 30# QBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Dia. Length Thick. Out In A 8 A325 1/2" 1 1/2" - - 49080 B 12 A325 3/4" 2 1/2" 3/8" 3 3 0097284 C 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 D 8 A325 3/4" 2 1/2" 3/8" 1 3 0097284 E 6 A325 3/4" 2 1/2" 3/8" 1 2 0097284 F 14 A325 3/4" 2 1/2" 5/8" 3 4 0097284 G 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 Frame Clearances Horiz. Clearance between members l(Ck001) and 10(CX002): 87'-10 3/8" Vert. Clearance at member l(CX001): 19'-9 15/16" Vert. Clearance at member 10(CX002):'19'-8 1/4" Vert. Clearance at member 11(TCX001): 22'-9 13/16" Vert. Clearance at member 12(TCX002)': 22-6 5/16" Finished Floor Elevation = 1.00'-0" (Unless Noted Otherwise) 50'-9" 0.500:12 -_- L'J ❑5 47'-7 3/4" 0.500:17. 3 @ 4'-0, 12 23 t o u ma O Li m 3 u _ FQ U -- G �- m o H RBX003 I c 154002 I GF134007 I I I G-133000 o O v I F x U I I I I I I 99 -6.. yg _6,. 17 25'-7 3/8" Ridge Ht. 16 2 1/4" 15 3'-9 5/8" 14 9 3/4" 13 1'-8 5/8" 12 2 @ 4'-0" 11 6 @ 1'-4" 10 3 @ 1'-4" 9 1'-4 1/2" 8 1'-1 1/2" 7 1'-9" 6 1'-4 5/8" 5 1'-1 3/8" 4 ** NOT USED ** 3 2'-11 3/4" 2 3'-8 1/4" 1 8 1/2" Dimension Key 1. USE 112 X 1'1/2 A325•N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. VPG FILENAME: 15-009523-03B , FZ�- THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. 9�m mEm m m RBX004 RBXO05 40-0" 98-3 3/4" FRAME CROSS SECTION AT FRAME LINE 6.5 Shape Name = Bowling Lanes Wall 5, Frame 1 THIS DRAWING, INCLUDING THE INFORMATION HERECN, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. CLIP ODISBO54040077 (SHORT LEG TO COLUMN) .0 G � I RBX006 I I I F !1 X N I I I rXE ED FOR CODE COI fiPLIANCE APP WED 99'-6" 2 L 28'-3 3/4" OCT O 2011I5 BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: BY: DESCRIPTION: DRAWING SCALE: 8/282015 NTS 9:06:50 City of Tukwila BUILDING DIVISION UL1 REID MIDDLETON INC. FOR CONSTRUCTION FRAME CROSS SECTION AT FRAME LINE 6.5 BUILDER: Steelcraft Construction JOB H: 15-009523-02 CUSTOMER: DATE: LOCATION: Tukwila, Washington + 8/30/15 m DRAWN/CHECK: PROJECT: Family Fun Center Butler Manufacturing B1 SMA BUILDER'S PON: 64597 VPC VERSION: 2015.1 PAGEE:: 6 a division of BloeScope Suldings Norlh Amedca. Inc. Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight RBX020 1 5.0000 .1345 .1345 9" 9" 9'-5 3/4" 81# 6 7/8" 0.354:12 7 (SHORT LEG TO COLUMN) CLIP 001SBO54040077 CLIP OOISBO54040077 (SHORT LEG TO COLUMN) RBX020 7 3'-6" 6 1'-ll 3/8" 5 1'-7 1/8" 4 2'-0 1/16" 3 2'-5 1/8" 2 1'-0 13/16" 1 2'-0" Ej Dimension Key 1. USE 1/2 X 1 112 A325•N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. 1:'-6 13/16•' BL BL FRAME CROSS SECTION AT SKEWED FRAME LINE Shape Name = Bowling Lanes Wall 1, Frame 1 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: I DESCRIPTION: DRAWING SCALE: NTS Frame Clearances Finishe,'9 Floor Elevation = 100'-0" (Unless Noted Otherwise) REAWED FOR CODE COMPLIANCE APPROVED UC I 0 2 2015 City of Tukwila BUILDING DIVISION FOR CONSTRUCTION FRAME CROSS SECTION AT SKEWED FRAME BUILDER Steelcraft Construction JOB#' 15-009523-02 CUSTOMER: DATE: LOCATION: Tukwila, Washington 8/30/15 A DRAWN/CHECK: PROJECT: Family Fun Center Butler Manufacturing BLW / SMN BUILDER'S POIt: 64597 VPC VERSION: 2015.1 PAGE: 7 /PC FILENAME: 15.009523-03B 8/28P1O15 9:06:49 a division of BlueScope Buildings North America. Inc. r� ,.y Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Bolt Connection & Plate Schedule FCX006 30017 5.0000 8 1/2" 8 1/2" 5'-8 1/9" 63# Id Qty Grade Bolt Frame Clearances Bolt Plate Rows Rows PartNo .2500 .1395 Dia. Length Thick. Out In Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) TBA09085 1 8 1/2" 8 1/2" 9'-8 5/8" A 8 A325 1/2" 1 1/2" - - 49080 2 8 1/2" 8 1/2" CX003 3 5.0000 .1345 .1644 1'-0" 1'-0" 23'-2 13/16" 287# 17 25'-7 3/8" Ridge Ht. 16 2 1/4" 15 ** NOT USED ** 14 2'-11 3/4" 13 3'-8 1/4" 12 8 1/2" 11 1'-5" 10 1'-8 5/8" 9 2 @ 4'-0" 8 6 @ 1'-9" 7 3 @ 1'-9" 6 1'-4 1/2" 5 1'-1 1/2" 4 1'-9" 3 1'-4 5/8" 2 1'-1 3/8" 1 3'-6" Dimension Key T E 1. USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. 50-9" 0.500:12 ❑2 +t�O 3 0 4,-0„ 50'-9^ 0.500:12 11 0 4-0" I ❑j ��" 3 0 9-0'• 6 THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. Shape Name = Bowling Lanes Wall 5, Frame 2 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: I DESCRIPTION: DRAWING SCALE: NTS FOR CONSTRUCTION FRAME CROSS SECTION AT FRAME LINE 5.5 BUILDER: Steelcraft Construction JOB 4: 15-009523-02 CUSTOMER: DATE: 8/30/15 LOCATION: Tukwila, Washington �UMER 0 Butler Manufacturing VPC VERSION: 2015.1 PROJECT: Family Fun Center DRAWN/CHECK: BLW / SMA BUILDER'S PDX; 64597 PAGE: 8 urcurzuin 9:06:51 4b a division of BlueScope Buildings North America, Inc. Frame Member Schedule O Bolt Connection & Plate Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Frame Clearances FCX006 30017 5.0000 .2500 .1395 8 1/2" 8 1/2" 5'-8 1/9" 63# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX004) and 9(CX005): 95'-0" A 8 A325 1/2" 1 1/2" - - 49080 Horiz. Clearance between members 2(CX004) and 9(CX005): 93'-1 15/16" FCX006 30009 5.0000 .2500 .1345 8 1/2" 8 1/2" 5'-8 1/4" 63# Vert. Clearance B 8 A325 1 1/8" 4" 1" 2 2 0097289 at member 2(CX004): 19'-1 3/8" CX004 1 12.0000 1.0000 .1875 1'-9" 1'-4" 23'-3 13/16" 2410# C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Vert. Clearance at member 9(CX005): 19'-1 5/8" 2 12.0000 1.0000 .2500 1'-4" 3'-2" D 10 A325 3/4" 2 1/2" 1/2" 1 4 0097284 Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) RBX007 3 8.0000 .5000 .3125 3-8" 2'-6" 22-11 5/16" 1415# E 14 A325 3/4" 2 112" 3/4" 4 3 0097284 4 8.0000 .3750 .2560 2'-6" 2'-6" RBX008 5 8.0000 .3750 .2500 2'-6" 4'-2 1/16" 24'-0 15/16" 1387# RBX009 6 8.0000 .3750 .2500 4'-2 1/16" 2'-6" 24'-0 15/16" 1387# RBX010 7 8.0000 .3750 .2500 2'-6" 2'-6" 22-5 7/16" 1286# 8 8.0000 .5000 .2500 2'-6" 3'-8" CX005 9 10.0000 .7500 .2500 1'-0" 3'-8" 23'-4 1/16" 2010# T I 3 R 4-0-150'-9'• 0.500: 12 11 2 4'-0" 10 -.�-� 3 0 9•-p" I� dfUTI � 12 � 1 13� 39 IpI t9 PGl m X 09 p F (2)HFH2O6: i ry o 16 25'-7 3/8" Ridge Ht. 15 2 1/4" 14 1'-5" 13 1'-8 5/8" 12 2 @ 4'-0" 11 6 @ 1'-4" 10 3 @ 1'-4" 9 l'-4 1/2" 8 1-1 1/2" 7 1'-9" 6 1'-4 5/8" 5 1'-1 3/8" 4 ** NOT USED ** 3 2'-11 3/4" 2 3'-8 1/4" 1 8 1/2" Dimension Key Shape Name = Bowling Lanes Wall 5, Frame 3 FOR CONSTRUCTION 1. USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 FRAME CROSS SECTION AT FRAME LINE 5 REV: DATE: BY: DESCRIPTION: BUILDER: Steelcraft Construction CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER's POq: 64597 m Butler Manufacturing VPC VERSION: 2015.1 JOB#: 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE: 8/30/15 DRAWN/CHECK: BLW / SMA DRAWINGSCALE: NTS PAGE: 9 9:06:52 a division of BlueScope Buildings North America, Inc. Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight FCX007 30013 5.0000 0.2500 0.1345 8 1/2" 8 1/2" 8'-6 1/4" 108# FCX007 30021 5.0000 .2500 .1345 8 1/2" 8 1/2" 8'-6 1/4" 108# CX006 1 12.0000 1.0000 .1875 1'-4" 1'-4" 291-9 13/16" 2639# 2 12.0000 1.0000 .2500 1'-9" 3'-2" RBX011 3 8.0000 .3750 .3125 3'-8" 2'-9" 22'-11 5/16" 1387# 4 8.0000 .3750 :2500 2'-9" 2'-9" RBX012 5 8.0000 .3750 .3125 2'-9" 4'-5 1/16" 29'-0 15/16" 1669# RBX013 6 8.0000 .3750 .3125 4'-5 1/16" 2'-9" 29'-0 15/16" 1669# RBX015 7 8.0000 .3750 .1875 2'-9" 2'-9" 22'-5 3/8" 11814 8 8.0000 .3750 .2500 2'-9" 3'-8" CX007 9 10.0000 .7500 .2500 1'-0" 3'-8" 24'-10 1/16" 2120# T r k w (2)HFB2097 I 13 25'-7 3/8" Ridge Ht. 12 2 1/4" 11 1'-5" 10 1'-8 5/8" 9 1'-4 1/2" 8 1'-1 1/2" 7 1'-9" 6 1'-4 5/8" 5 1'-1 3/8" 4 3'-6" 3 2'-3 3/4" 2 3'-8 1/4" 1 8 1/2" ❑ Dimension Key OBolt Connection s Plate Schedule Frame Clearances Id Qty Grade Bolt Bolt Plat- Rows Rows PartNo Dia. Length Thick. Out In Horiz. Clearance between members 1(CX006) and 9(CX007): 95'-0" Horiz. Clearance between members 2(CX006) and 9(CX007): 93'-1 15/16" A 8 A325 1/2" 1 1/2" - - 49080 Vert. Clearance at member 2(CX006): 19'-1 3/8" B 8 A325 1 1/8" 4" 1" 2 2 0097289 C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Vert. Clearance at member 9(CX007): 19'-1 5/8" D 10 A325 3/4" 2 1/2" 1/2" 1 9 0097269 Finished Floor Elevation - 100'-0" (Unless Noted Otherwise) E 10 A325 3/4" 2 1/2" 1/2" 2 3 0097284 F 14 A325 3/4" 2 1/2" 3/4" 4 3 0097284 4 50'-9" 0.500:12 50,_9" 0.500:12 11 0 4-0" 11 6 .310 [DBE] n111 fne 9 Shape Name = Bowling Lanes Wall 5, Frame 4 FOR CONSTRUCTION 1. USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 FRAME CROSS SECTION AT FRAME LINE 4 REV; DATE: BY: DESCRIPTION: BUILDER: $teelCraft C,OflStrUCtlOn CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S PON: fj45g] BUTLER O Butler Manufacturing VPC VERSION: 2015.1 J15- 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE: 8/30/15 DRAWN/CHECK: BLW / SMA DRAWING SCALE: NTS PAGE. 10 VPC FILENAME: 15-009523-038 :00:54 a division of BlueScope Buildings North America, Inc. Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 FCX007 30013 5.0000 .2500 .1345 8 1/2" 8 1/2" FCX007 30021 5.0000 .2500 .1345 8 1/2" 8 1/2" CX008 1 12.0000 1.0000 .1875 1'-4" 1'-4" 2 12.0000 1.0000 .2500 1'-4" 3'-2" RBX014 3 8.0000 .3750 .3125 3'-8" 2'-9" 4 8.0000 .3750 .2500 2'-9" 2'-9" RBX012 5 8.0000 .3750 .3125 2'-9" 4'-5 1/16" RBX013 6 8.0000 .3750 .3125 4'-5 1/16" 2'-9" RBX017 7 8.0000 .3750 .1875 2'-9" 2'-9" 8 8.0000 .3750 .2500 2'-9" 3'-8" CX009 9 10.0000 .7500 .2500 1'-0" 3'-8" T (2)HFB2097 13 25'-7 3/8" Ridge Ht. 12 2 1/4" 11 1'-5" 10 1'-8 5/8" 9 1'-4 1/2" 8 1'-1 1/2" 7 1'-9" 6 1'-4 5/8" 5 1'-1 3/8" 4 3'-6" 3 2'-11 3/4" 2 3'-8 1/4" 1 8 1/2" Dimension Key O Bolt Connection & Plate Schedule Frame Clearances Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Horiz. Clearance between members l(CX008) and 9(CX009): 95'-0" 8'-6 1/4" 108# Dia. Length Thick. Out In Horiz. Clearance between members 2(CX008) and 9(CX009): 93'-1 15/16" A 8 A325 1/2" 1 1/2" - - 49080 Vert. Clearance at member 2(CX008): 19'-1 3/8" B 8 A325 1 1/8" 4" 1" 2 2 0097289 Vert. Clearance at member 9(CX009): 19'-1 5/8" 24'-9 13/16" 2639# C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) D 10 A325 3/4" 2 1/2" 1/2" 1 4 0097284 22'-11 5/16" 1412# E 10 A325 3/4" 2 1/2" 1/2" 2 3 0097284 F 14 A325 3/4" 2 1/2" 3/4" 4 3 0097284 24'-0 15/16" 1669# 24'-0 15/16" 1669# 22'-5 3/8" 1185# 24'-10 1/16" 2120# 50'-9" 0.500:12 ❑5 } } 50'-9" 0.500:12 1 J� 11 @ 4-0" I I 11 @ 4-0" 1. USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. Shape Name = Bowling Lanes Wall 5, Frame 5 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: I DESCRIPTION: DRAWING SCALE: NTS 4 FOR CONSTRUCTION FRAME CROSS SECTION AT FRAME LINE 3 BUILDER: Steelcraft Construction JOB#° 15-009523-02 CUSTOMER: DATE: 8l30l15 LOCATION: Tukwila, Washington .E� m Butler Manufacturing VPC VERSION: 2015.1 PROJECT: Family Fun Center DRAWNICHECK: B/ SMA BUILDER'S PO#: 64597 PAGEE:: 11 PC FILENAME: 15-009523-038 312812015 9:06:S5 e division of BlueScope Buildings North America, Inc. b I g,4�-eoj q I Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight FCX002 30001 5.0000 .2500 .1345 8 1/2" 8 1/2" 5'-8 1/4" 62# FCX001 30025 5.0000 .2500 .1345 8 1/2" 8 1/2" 5'-8 1/4" 62# CX012 1 10.0000 .6250 .1875 1-0" 2'-ll 5/16" 24'-9 3/4" 1602# 2 10.0000 .6250 .2500 2'-11 5/16" 3-0" RBX016 3 10.0000 .5000 .2500 3'-8" 2'-6" 23'-1 5/16" 1386# 4 10.0000 .3750 .1875 2'-6" 2'-6" RBX018 5 5.0000 .3125 .1875 2'-6" 3'-0 1/16" 24'-1" 797# RBX024 6 5.0000 .3750 .1875 3'-0 1/16" 2'-6" 24'-0 15/16" 847# RBX025 7 10.0000 .3750 .1644 2'-6" 2'-6" 23'-1 3/8" 1382# 8 10.0000 .5000 .2500 2'-6" 3-8" CX013 9 10.0000 .7500 .2500 2'-11 5/16" 3'-0" 24'-8 3/8" 1816# 10 10.0000 .7500 .1875 1-0" 2'-11 5/16" 4 GFB402, 13 25'-7 3/8" Ridge Ht. 12 2 1/4" 11 1'-5" 10 1'-8 5/8" 9 1'-4 1/2" 8 1'-1 1/2" 7 1'-9" 6 1'-4 5/8" 5 l'-1 3/8" 4 ** NOT USED ** 3 2'-11 3/4" 2 3'-8 1/4" 1 8 1/2" ❑ Dimension Key 1. USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. 50-9" 0.50002 it @ 4-0" THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. OBolt Connection & Plate Schedule Frame Clearances Id Qty Grade Bolt BClt Plate Rows Rows PartNo Horiz. Clearance between members 1(CX012) and 9(CX013): 94'-0 11/16" Dia, Length Thick. Out In Horiz. Clearance between members l(CX012) and 10(CX013): 94'-1 3/8" A 8 A325 1/2" 1 1/2" - - 49080 Horiz. Clearance between members 2(CX012) and 9(CX013): 93'-11 15/16" B 14 A325 3/4" 2 1/2" 5/8" 2 2 0097284 Horiz. Clearance between members 2(CX012) and 10(CX013): 94'-0 11/16" C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX012): 19'-1 3/8" D 8 A325 3/4" 2 1/2" 3/8" 1 3 0097284 Vert. Clearance at member 9(CX013): 19'-1 3/8" E 12 A325 3/4" 2 1/2" 1/2" 1 1 0097284 Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 04f1l] Shape Name = Bowling Lanes Wall 5, Frame 7 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 50'-9" 0. 500:'_2 11 @ 4-0„ BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: I DESCRIPTION: DRAWING SCALE: NTS T FOR CONSTRUCTION FRAME CROSS SECTION AT FRAME LINE 1 BUILDER: Steelcraft Construction JOB P. 15-00952M2 CUSTOMER: DATE: LOCATION: Tukwila, Washington �vTI.�R 8/30/15 ® DRAWN/CHECK: PROJECT: Family Fun Center Butler Manufacturing BLW / S BUILDER'S PON: 64597 VPC VERSION: 2015.1 PAGE: 13 /PC FILENAME: 15-009523-03B 8/28/2015 9:06:57 a division of BlueScope Buildings North America, Inc. Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight FCX006 30001 5.0000 .2500 .1345 8 1/2" 8 1/2" 5'-8 1/411 63# FCX006 30025 5.0000 .2500 .1345 8 1/2" 8 1/2" 5'-8 1/4" 63# CX010 1 12.0000 1.0000 .1875 1'-4" 1'-4" 24'-9 13/16" 2639# 2 12.0000 1.0000 .2506 1'-4" 3'-2" RBX022 3 8.0000 .5000 .2500 3'-8" 2'-6" 22'-11 5/16" 1327# 4 8.0000 .3750 .2500 2'-6" 2'-6" RBX023 5 8.0000 .3750 .2500 2'-6" 4'-2" 24'-0 15/16" 1387# RBX019 6 8.0000 .3750 .2500 4'-2" 2'-6" 24'-0 15/1611 1386# RBX021 7 8.0000 .3750 .2500 2'-6" 2'-611 22'-5 7/16" 1279# 8 8.0000 .5000 .2500 2'-6" 3'-8" CX011 9 10.0000 .7500 .2500 1'-0" 3'-8" 24'-10 1/16" 2090# (2)HFB2097 E 13 25'-7 3/8" Ridge Ht. 12 2 1/4" 11 1'-5" 10 1-8 5/8" 9 1'-4 1/2" 8 l'-1 1/2" 7 1'-9" 6 1'-4 5/8" 5 1'-1 3/8" 4 ** NOT USED ** 3 2'-11 3/4" 2 3'-8 1/4" 1 8 1/2" Dimension Key O Bolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Dia. Length Thick. Out In A 8 A325 1/2" 1 1/2" - - 49080 B 8 A325 1" 3 1/2" 1" 2 2 0097288 C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 D 14 A325 3/4" 2 1/2" 3/4" 4 3 0097284 50'-9" 0.Soo: 12 } 11 0 4-0" Frame Clearances Horiz. Clearance between members 1(CX010) and 9(CX011): 95'-0" Horiz. Clearance between members 2(CX010) and 9(CX011): 93'-1 15/1611 Vert. Clearance at member 2(CXO10): 19'-1 3/8" Vert. Clearance at member 9(CX011): 19'-1 5/8" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) - """ 0.500;12 11 0 4,-0„ 10 1 11 I 9l f Shape Name = Bowling Lanes Wall 5, Frame 6 FOR CONSTRUCTION T 1. USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 FRAME CROSS SECTION AT FRAME LINE 2 REV: DATE: BY: DESCRIPTION: BUILDER: Steelcraft Construction CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S PON: 64597 13UTL R m Butler Manufacturing VPC VERSION: 2015.1 JOB If:2. 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE: 8/30/15 DRAWN/CHECK BLW / SMA DRAWING SCALE: NTS PAGE: 12 'PC FILENAME: 15-009523-03U W2012015 9:06:56 b ( S�wo 101 a division of BlueScope Buildings North America, Inc. "*"GUSSETS WHEN REQUIRED BY DESIGN STITCH OR "*"GUSSETS WHEN REQUIRED BY DESIGN VVJJJIJ —1— 1\LLV11\L L L LL•J 1 .. vvvuu 1.11-14 „uYv i u✓ u, uu✓1v,r TYP 1 1/2" — 3 (10 GA. WEB) CJP OR 2 — 5 (3/16 & 1/4 WEB) CJP TYP ALTERNATE BOLTING 4 — 8 (5/16 — 1/2 WEB) PLATE --- ROWS ROWS ROWS ROWS OUT OUT OUT OUT TYP ALTERNATE * BOLTING PLATE TYP OR :PLATE ALTERNATE CJ BOLTING OR ROWS I ALTERNAT ROWS CJP ROWS ALTERNATE IN ROWS IN IN BOLTING IN ALTERNA E BOLTING 4�4 PLATE BOLTIN PLAT CJP LATE 71 RIDGE CJP CJP OR CJP ROWS OUT N STITCH �� N 51CJP 1/2" — 3 (10 GA. WEB) STITC 2 — 5 (3/16 & 1/4 WEB) * OR * 1 1/2" — 3 (10 GA. WEB) CJP * 2 5 1/4 �`. * 4 — 8 (5/16 — 1/2.WEB) * ALTERNATE CJP — (3/16 & WEB) BOLTING 4 — 8 (5/16 — 1/2 WEB) PLATE REV. DA E; 0+113114 REV. NO. 02 HAUNCH COLUMN CONNECTION REV. DATE: 01113/14 REV. NO. 02 LOW SIDE HAUNCH CONNECTION REV.DATE: 01113114 REV. NO. 02 HIGH SIDE CONNECTION REV. DATE: 01113/14 REV. NO. 02 BOLTED RAFTER SPLICE CONNECTIO S TOP BOLTED WELD STD. FACE BOLTED WELD STD. BOLTED WELD STD. WELD STD. STITCH 1 1/211 — 3 (10 GA. WEB) COLUMN (CX—) OR (IC COLUMN (TCX—) OR (PCX—) 2 — 5 (3/16 & 1/4 WEB 4 — 8 (5/16 — 1/2 WEB) CJP CJP FLANGE CHANGE CONNECTION SPLICE TUBE OR PIPE COLUMN CJP STIFF. (S.W.) CJP RANDOM SHOP SPLICE BASE PLATE JP BASE PLATE TYP. CJP DESIGN MEMBER DEPTHI r� t REV.DA ; 2123/12 REV.NO. 01 FRAME CONNECTION AT INTERIOR COLUMN REV.DATE: 2123112 REV.NO. Oil TYPICAL BASE PLATE CONNECTION REV.DATE: 2123112 IREV.NO. Oil TYPICAL BASE PLATE CONNECTION REV.DATE: 2/23/12 REV.NO. 01 VARIOUS RANDOM SHOP SPLICE WELD STD. BASE PLATE TO COLUMN WELD STD. BASE PLATE TO COLUMN WELD STD. SHOP SPLICE WELD STD. MINIMUM FILLET WELD FLUSH -UNSTIFFENED The Table below shows Code minimum welds forAISC & CSA1W59. If weld shown on Engineering Weld Standard or on fabrication documents are less than these, then the weld size shown below LANGE PLAT GENERAL NOTES : THE FILLET WELD SHALL BE CONTINUOUSLY GENERAL NOTES: 0 0 0 0 0 0 0 0 0 0 0 07... 0 0 is to be used, based on the material thickness being joined. SUBMERGED ARC WELDED ONE SIDE OF THE 1, SEE FRAME CROSS SECTION FOR BOLTING PLATE 0 00 °11� mmmm. TABLE J2.4 &AWSD1.1 5.8 WEB TO BOTH FLANGES AS ILLUSTRATED.MINIMUMGMAWFILLETWELDSIZE EB PLATE THE MINIMUM FILLET WELD SIZE SHALL BE THICKNESS AND NUM$ER OF ROWS OUT AND IN. 0 0AISC 0 Minimum Size f TAKEN FROM TABLE BELOW. 11 12 13 14 51 52 53 54 Base Metal Thickness (T)* of Fillet Weld In. in. 2. MIN. BOLTING PLATE WIDTH = FLANGE SIZE (6rr EXTENDED - UNSTIFFENED mm mm T<1/4 T<6 1/8 3 MIN,) o o o 0 0 0 0 0 0 0 o 0 0 0 0 0 0 o 1/4<T<1/2_ T<12 3/16 5 V MIN. 0 0 0 0 112 < T < 31412 < T < 20 1/4 6 3. SIZE OF WELDS UNLESS NOTED ARE BASED ON ° To MINIMUM FILLETWELD SIZES (USA, CANAOA8 MEXiCO) (AWSD7.1-TABLE5.8) 0 0 314<T 20<T 5116 8 MATERIAL THICKNESS FLANGETHICKNESS WEB*T THICKNESS 3/OR 1/4" 51161• 3/8" 3W' 11' 1118" 1 IW* OVER t 1/4" = Thickness of the thinner partjoined (USA, CANADA & MEXICO) 31 32 33 71 72 73 Assumes low hydrogen welding process using GMAW filler metal LESS 1OGA +re' 11a" Ire" tre" tie" Ire" tie" Ile" 1'.. lie" 118" class ER70-3 (B-G49A 2C G3) or SAW filler metal class F7A0- EXTENDED -STIFFENED (GUSSET) 8GA ve^ ve^ tre^ tie" 1/8" 11^ 1/81, 1181, Ire^ 1181, 11.1 EM13K (F49A2-FM13K). FILLET WELD ASSEMBLY (AWS D1.1-06 Sec 5.22.1) O O O O O O O O O O O O O O O O O O O O 3116" 1/B" 118" Ire" ire" 118" its" 1181• Ire" 3116" 3/16" 3116" FOR f RGaps t14" 118" 118•' 118" 1181. I/a" lie" 118" 3116" 3116" 3116" 3116" in partsto be joined by fillet welds may have agap O O O O !I-T 5/16" I/8'•Ila" 3116" 3/16" 3116" 3116" 3/16" 3116" 3116" 3116" 3/16" of < 1116" with no adjustment in weld size. MP IANCE O OGaps > 1/16" but < 3/16Lfiliet weld leg must be increased 318" 1l8" 118•' 3116•' 3116" 3116- 3116" 3/t6" 3116" WIS.- 3/16" 3116" PROVED 1/2•• 1la" 1/8" 3H 6" 3116" 3116" 3116" 3A6'• 3116" 3116" 3/16" 3116" by the amount of the root opening. Gaps > 3/16", corrective work is required to bring parts 41 42 43 81 82 3r 5181, ve ve^ 1 3116^ 1 ins" 3116" 114" 1 va^ 1 va^ 1 114^ 1 va^ va >3/4" 1la- 1la" 3116" 3116" 3/16" 114•' 114" 5116" 5/16^ 5116" 5116" Minimum bolt spacing 1 3" U.N.C�`, Q 2 O 1� Into acceptable contact. SEE "BOLTED END -PLATE CONNECTION" SECTION OF DESIGN CAL ULATION FOR PLATE I REV. DA : 2121112 REV. NO. 01 GENERAL WELD REQUIREMENTS WELD STD. REV.DATE: 2123112 REV. NO. 01 TYPICAL NOTES TYPICAL SECTION THRU BUILT-UP MEMBERS REV. DATE: 2123112 REV. NO. 01 GENERAL NOTES REV. DATE: 01r13l14 REV. NO. 03 11 BOLTED END -PLATE C NNECTION LAYOUT BUILDING DI ISION )EV(q REiD MIDDLETON, INC. FOR CONSTRUCTION THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST. KANSAS CITY, MO 64102 MRD50 DRAWING MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: THE BUTLER MFG. ENGINEER'S SEAL DOES DESCRIPTION: BUILDER: Steelcraft Construction doB v. 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR CUSTOMER: DATE: 8/30/15 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL LOCATION: Tukwila, Washington 01 DRAWN/CHECK: [DRAWING - TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING PROJECT: Family Fun Center Butler Manufacturing BLW / SMM SCALE NTS PAGE: 14 REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUILDER'SPON: 64597 VPC VERsION: 2015.1 VPC FILENAME: 15-009523-035 9/2312015 9:07:08 a division of BlueSoope Buildings North America, Ina BRACE ROD SLOT BACKING PLATE MAY EXIST HARDWARE INSTALL IN THIS ORDER: HILLSIDE WASHER FLAT WASHER "B" FLAT WASHER "A" HEX NUT WASHERS ROD DIA. NUT A B HILLSIDE 3 8" 095321 096408 46040 043657 1 2" 095230 095872 095946 043657 5 8 095233 095945 095946 043657 3 4" 095235 095946 095948 043658 7 8 095237 095947 095948 043658 1 095238 095948 095949 043659 1 1 8" 095239 095949 095949 043659 DSn.... REV.NROD BRACING THRU ROD SLOT O. Ot BR02H1 COLUMN SHOWN I RAFTER SIMILAR ROD DIA. CLEVIS MARK NO. CLEVIS PIN DIA. 3 8' 097572 1 1/4" 1 2" 097573 5 8 095277 3 4 095278 7 8 095279 1 095280 1 1 8 095281 1 1 4" 095282 1 3 B 097593 1 1/2" 1 1/2" 1 097594 BRACE ROD R-DA- 0 D111 IR BR02K1 MAY BE FURNISHED WITHOUT A SHOULDER, THEN TWO COTTER PIN WILL BE PROVIDED. ROD BRACING CLEVIS ASSEMBLY BRACE 9 FMWE SPAM LOCATION I LOCATIO'. CLIP IMD'D W/ THICK FIANCES O ALTERNATE CONNECTIONS (GFB—) (CRHFE—) FLANGE BRACE WILL TYPICALLY CONNECT TO THE WEB OF THE FRAME MEMBER. FLANGE BRACE REQUIREMENTS: RULE#1— ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULE#2— SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CROSS SECTION IS NOT ACCOMPANIED BY (2). RULE#3— FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB WHEN PART MARK IS ACCOMPANIED BY (2). RULE#4— WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE CENTER OF THE BUILDING. RULE#5— WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME SIDE OF THE FRAME WEB. •• 10" 8 11 112" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. REV.DA,E: 0710— RE—O. TYPICAL FLANGE BRACE CONNECTIONS oa BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN F = FEET G = GAGE CX'" = COLUMN (PLATE) BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT: I = INCHES O = OPERATION CGX•'" = COLUMN (GAGE) (2) PG1 CLIP E = EIGHTHS C = FIN/COLOR WCX•R. = COLUMN (HOTROLL) 3 314" REFER TO: WIDESPAN STRUCTURAL SYSTEM PANELICOVERING --- W 1 3 1 1 7 2 61 K T D RBX"' = RAFTER (PLATE) O O FACADE TOP GIRT • F F I I E G G O C C C BGX'•• = RAFTER (GAGE) 2013 INSTALLATION GUIDE LENGTH CODE WRX"'= RAFTER(HOTROLL) INSULATION TRX"' = TRUSS RAFTER I'llIB 1301036030 WV ICX"' =INTERIOR COLUMN SECTION A -A • F F F I I I I I I E C C PCX••' = PIPE COLUMN LENGTH WIDTH THK CODE TCX"`=TUBE COLUMN SECONDARY (STANDARD) ' 0 8 Z 1 9 1 1 41 7----- EPX"• = ENDPOST (PLATE) I(' I I d0 • • F F I I E G G " EGX"' = ENDPOST (GAGE) DEPTHL[ISHA GAGE ADJUST.CODES l SHAPE CBX""• =CANOPY (PLATE) SECONDARY (SPECIAL) CBX"' - PIGGYBACK CANOPY II A 0 0 1 0 8 Z 1 9 1 1 41 7--- �`h' AI Ct. GOVVtf F F I I E G G' "• DCC"• = 8 1/2" GAGE POST A (Y�G COUNTER DEPMMTH GAGE ADJUST.CODES DCE"• = 10" GAGE POST fr1'p SHAPE ROD BRACING OUTSIDE IRS = THREADS BOTH ENDS 0 3 R S 2 51 D FACE OF FACADE I E " F F I I RT = THREADS ONE END - CLEVIS ONE END p VERTICAL FACADE COLUMN RU = CLEVIS BOTH ENDS DIA LENGTH RP - THREAD BOTH ENDS - NO HILLSIDES A RMO— 08-2 REV.NO. 01 MARK NUMBER KEY REV.DAIE: O,NOIt• REV.m w REV.DAN: "101100 REV.M DD FACADE TOP GIRT CONNECTION EN50B1 COMMON GENERATED MARK NUMBERS ENB002 BASIC ERECTION GUIDE -STRUCTURAL FS25F1X STRUCTURAL FRAMING 11 SEE ERECTION DRAWINGS FOR LOCATIONS AND PART MARKS STRUT CONN. BOLTS SEE DRAWINGS FOR SIZES AND QUANTITIES RAFTER BRACE STRUT (GAGE) —f BSA WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED. FAYING SURFACES MUST BE PAINT FREE. IF PAINT IS FOUND ON FAYING SURFACES IN SLOTTED CONNECTIONS REMOVE WITH LIGHT GRINDING. STANDARD HARDENED WASHERS ARE REQUIRED OVER ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK NUMBERS AND QUANTITIES. I: 0lI2VH REV. NO. Ot STRUT BRACING BR15L1X GAGE STRUT IN ROOF PURLIN (2)114.14 (55307) c][7AN.LE FSNR. TYP. U.N.O.B2:017) SOLDIER OLTS (097264) (4)1/2" A325 BOLTS COLUMN WMASHERS EACH SIDE (FIELD DRILL 9116" DIA. HOLES AS REQUIRED) CLEVIS PIN W1 COTTER PIN (SEE CHART) '® SECTION "B ROD DIAMETER CLEVIS PIN 114" 1 t/a"PIN 1 318" - 1 112" 1 112" PIN DD„n. REV.NQ Di SOLDIER COLUMN WIND STRUT BR16F2X LOW EAVE - ALL PURLINS WINDSTRUT (TBA ) I REVEWIED FOR CODE COMPLIAW APPROVED OC I 0 2 2015 City of Tukwila BUILDING DIVISIO �I F- RE�IIDDLETON, INC. FOR CONSTRUCTION 1. USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 PRIMARY BRACING SEDS REV: DATE: BY: DESCRIPTION: BUILDER: Steelcraft Construction CUSTOMER:1 LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S PO#: 64597 0/ Butler Manufacturing VPC VERSION: 2015.1 rob#: 523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATTE: 61 8/30l15 DRAWNICHECK: BLW / SMN DRAWING SCALE: NTS PAGE. 15 VPC FILENAME: 15-009523-03B 8/28/2015 9:07:05 a division of 8lueScope Buildings North America. Inc. oeconaary Bart bcneaule Mark Part Thick. Depth Lap Detail E199 01110ES220041IB30 0.1130 10" RS12PH, RS12PA, RS12PJ E187 00310ES2411411B30 0.1130 10" RS12PA, RS12PJ E173 00510ES2200414B30 0.0790 1O" BR09W2 E167 00610ES2411414B30 0.0790 10" BR09W2, RS12PE, RS12PJ E195 0O110ES2411411B30 0.1130 10" RS12PH, RS12PA, RS12PJ E82 00210ES2411414B30 0.0790 10" BR09W2 E174 00810ES2411411B30 0.1130 10" RS12PA, RS12PJ E175 00910ES2411414B30 0.0790 10" BR09W2 E200 01210ES2200414B30 0.0790 10" BR09W2 E203 01010ES2103214B30 0.0790 10" BR09W2 E197 00710ES2204611B30 0.1130 10" RS12PA, RS12PJ P707 01010ZS3011416B2 0.0680 10" 2'-10 1/2" RSOlUl P709 03010ZS2400415B3 0.0730 10'. 1'-10 1/2" RS02T1, RSOlUl P289 00710ZS3011414B2 0.0790 10" 2'-10 1/2" RSOlUl P410 01310ZS2611417B2 0.0600 10" 1'-4 1/2" RSOITD, RSOlUl P708 01610ZS3011412B2 0.0980 10" 2'-10 1/2" RS01Ul P150 01510ZS2611417B2 0.0600 10" 1'-4 1/2" RS01Ul, RSOITD P685 00310ZS2811413B3 0.0880 10" 3'-10 1/2" RS02T1, RS01UI P686 00410ZS2811417B3 0.0600 10" 3'-10 1/2" RS02T1, RSOlUl P227 01110ZS3011417B2 0.0600 10" 2'-10 1/2" RSOlUl P593 00810ZS3011417B2 0.0600 10" 2'-10 1/2" RSOlUl P712 00910ZS3011416B2 0.0680 10'. 2'-10 1/2" RSOIUl P711 03210ZS2206412B3 0.0980 10" RS02T1, RSOITD P710 03110ZS2400416B3 0.0680 10" 1'-10 1/2" RS02T1, RSOlUl P698 02010ZS3011415S2 0.0730 10" 2'-10 1/2" RSOlUl P276 01910ZS2611417B2 0.0600 10" 1'-4 1/2" RSOlUl, RSOITD P700 02210ZS2905417B2 0.0600 10" 3'-10 1/2" RSOITD, RSOlUl P701 02310ZS2811411B3 0.1130 10" 3'-10 1/2" RS02T1, RSOlUl P702 02410ZS2811417B3 0.0600 10" 3'-10 1/2" RS02T1, RSOlUl P163 01110ZS2811417B2 0.0600 10" 1'-10 1/2" RSOlUl P693 00210ZS2500417B3 0.0600 10" 2'-10 1/2" RS02T1, RSOlUl P694 00510ZS2500416B3 0.0680 10" 2'-10 1/2" RS02T1, RSOlUl P657 01910ZS2500415B3 0.0730 10" 2'-10 1/2" RS02T1, RS0IUl P319 01210ZS3011413B2 0.0880 10" 2'-10 1/2" RSOlUl P713 01810ZS2511414B2 0.0790 10" RSOITD P699 02110ZS2905414B2 0.0790 IV 3'-10 1/2" RSOITD, RSOlUl P438 01710ZS2500415B3 0.0730 10" P705 02810ZS2605417B2 0.0600 10" 1'-4 1/2" RS11SB, RSOlUl P684 00110ZS2811413B3 0.0880 10" RS02T1, WS20F2 P704 02710ZS2811411B2 0.1130 10" 1'-4 1/2" WS20F2, RSllSB, RSOlUl P703 02510ZS2811411B2 0.1130 101.' WS20F2, RSOITD P706 02910ZS2503414B2 0.0790 10" RS02T1, RS11SB, RS0lU1 TYPICAL CLIP PG1 TYPICAL CLIP PG1 Purlin HEADER F03 F04 - _,- Support Beam SBX001 \FO' m F02 z h h h 1 Purlin U m Purlinh Support Beim SBX001 CURB NIX.L� CURB WIDTH Curb Support Framing Schedule (FIELD LOCATED WHERE REQUIRED) Id Width Length JAMBS HEADERS FOl 3'-5 1/2" 6'-4 1/4" J9 00310JS0304411 SBX001 F02 4'-2 3/4" 7'-7 7/8" J9 00310JS0304411 SBX001 F03 6'-2 1/4" 3'-5 1/2" J9 00310JS0304411 J6 00110JS0601611 F04 6'-7 3/4" 3'-2 1/2" J9 00310JS0304411 J7 00210JS0607211 ERECTOR NOTE O Secondary Bracing Schedule Id Qty Mark No Spacing 1 20 CPBRA010602 l'-1 3/8" 2 216 CPBB040108(Typ.) 4'-0" 3 18 CPBB021106 2'-9 13/16" 4 42 PBA0102 3 13/16" 5 8 PBA0108 1'-4 1/2" 6 8 PBA0105 1'-1 1/2" 7 4 PBA0305 3'-1 5/8" 8 18 CPBB010508 1'-4" See SEA: (1 n n (1 BR09PK, BR09RY, BR09RZ, BR09PH, BR09JH Y Y Y Y Y BR09JG, BR09K5, BR09K2, BR18G2, BR09JR 117'-5 3/4" BR09JK © 16'-4" 25'-0" 25'-0" 21'-7" { I Q 25-0" h1a 2R2B5 2R2B5 2R2B4 2R2B3 2R2B2 2R2B1 O E203 (Flip) E167(Flip)- E167(Flip)- -167(Flip) E1731F1ip) \O E197 E187 E187 E187 E107 M P706 c P700 a ?276 v � ?713 ?438 m m M e7os I I ( I I I I I P694 I 1 OPart Mark Key 1 001SGA11071 2 002SGA19114 3 001SGA19007 4 GFAP0114 5 OOISGAII097 6 001SGA19114 7 OOISGA13087 FIELD LOCATE III AS PPORT REAMS (SBX001 FIELD FIELD J DETERMINE DE1'ERMI NE 10" PURLIN ///''' SBx CARRY BEAM / (SHIPPED LOOSE) / (FIELD LOCATED BY 6" DROP PIN OTHERS) CPB - FIELD CUT GCS CLIPS AS REQ'D TO FIT (4) 56101 TEK-5 SCREWS BEAM LOCATION (q) 56101 $.D.SCREWS (BY OTHERS) FIELD WORKED TO H MISS CLIP HOLES z w DETAIL 1 a u U REID tA-IDDLETO` I__ PRIOR TO LOCATING THE CURB SUPPORT MEMBERS, IT IS RECOMMENDED TO STUDY THE ROOF PANEL LAYOUT AND PU!77 RAMED6 2'-0" LOCATE THE MEMBERS SO THE ROOFOPINGS (,PANEL SEAMS WILL STRATEGICALLY TO SUIT 5 3 3/8" FALL WHERE NEEDED TO PROPERLY FIT 4 6" ROOF CURBS (NOT BY BUTLER). 3 2'-9 15/16" 2 4'-4 11/16" 1 3'-9 3/8" Dimension Key 1. UNLESS NOTED, USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. VPC FILENAME: 15-009523-03B 1 FOl I I SBX001 12(Typ. (Typ• saxool j eoz I I I I I ki----1 I- ?703(TYp•) — --------- I P698 - � P289 ---- ---- — ---- ---- ,i ml ' �o ?685(TYp•) I I �G I I ;a 1 o P707(TYp•) I I I I I P163(TYp•) I I (D--*J ( I 1 L i I � eo3 r�?684T-- I I —P319 J I 1 ( I 2694- I I I I I I I --1-Y712 lTYP•1 P695(Typ. I I —P593 I P694- I I I —P593-�P694- O le I I/-?593 I II �I-PP707(TYP.)—IY709(1'yp•)- I 1 1 P289 P708 I I I I I I I I I I I I 1 I I I I I I I I II I I I I I I I I I I I I I I I I 2 Y227 T-?533 I —� � � I I I I I I I I I I I I I I I I I I 1 I II III I I I I II II I I I II I I II 19❑ —" 3174 �-" E174 �'' E174 vn �I� i � I E 20U( lT17 I UI N 1�I� _82 (Flip) - E175 (F'l1p) - E1751F1ip) - 175 (Flip CE AM ^VED- 2R1B3 2R1B4 2R1B5 2R1B6 2R1B2 II I I/�1//1��,,11 © 7,_2" 16,_q., L 251_0., 25,_0., 25._0" 4 241� 122'-7" 1 BL BL ROOF SECONDARY PLAN Shape Name = Bowling Lanes THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST. KANSAS CITY, MO 64102 MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: THE BUTLER MFG. ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: NTS 8128/2015 9:06:58 b ( FOR CONSTRUCTION City of Tukwila BUILDING DIVISION ROOF SECONDARY PLAN BUILDER: Steelcraft Construction JOBM 15-009523-02 CUSTOMER: DATE: 8/30/15 LOCATION: Tukwila, Washington C�D Butler Manufacturing VPC VERSION: 2015.1 DRAWNICHECK: BLW / SMK PR04ECT: Family Fun Center BUILDER'S PON: 64597 PAGE:16 a division of BlueScope Buildings Nor(h America, Inc. NOTE: ¢ FRAME SPACE BRACE ¢ BOLTS BRACE FRAME BRACE BOLTS INSTALL KMA1, WBBC1 (80205) AND FLANGE BRACE ERECTION NOTE: ROOF LOCATION LOCATIONROOFLOCATION LOCATION UNTIL INSULATION IS INSTALLED TEMPORARILY REMOVE THE WBBC1(80205) To INSTALL WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER ' MEMBER INSULATION SYSTEM. REINSTALL WBSC1 (80205)AND CHANNEL BRACE OR THE SLOTS IN THE PURLIN WEB FOR FLANGE BRACE IMMEDIATELY. ROOF/WALL A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD ° �• ��O SECONDARY SECONDARY THE PURLIN WEB AND USE A SELF -DRILLER (55307) TO ATTACH. CHANNEL PURLIN BRACE o _ oI 2 j KMA1 CUP LZROOF/WALL MEMBER MEMBER KMA1 (CPB•)(TYP.) 0 ° ___0_ ------ - - - - - - --- - CUP --- -------------- -----------(__ --- O �� p (2)1/4.14 x 1 1/4" �tNb� BRA 1 14$ 1 1 (2)1/4.14 x 1 1/4" STRUCT. SCREWS STRUCT. SCREWS c( FB--) DR.tHFB—) O O (56307) CUP REOAN ES THICK FLANGES FLANGE BRALE WILL TYPICALLY FFMEECTM E WEB OF THE ri • •o N O o O 3/4 A325 BOLT1(TYP) WITH HARDENED (55307) I INSULATION VAPOR RETARDER FLUSH WASHER (095872) 0 AGAINST PURLIN CHANNEL CHANNEL O CLIPS BRACE BRACE SEE CUP DETAIL BRO6KE - - — (CPB•) (CPB-) ALTERNATE CONNECTIONS FLANGE BRACE INSULATION VAPOR ° 0 OF"CUP (GFB-) OR (HFB-) pU OC2 RETARDER / FLANGE BRACE REQUIREMENTS: (80205) RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. CUP REQ'D WV I FlELD BEND — PURLIN RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON THICK FLANGES VIEW RED D (4) 12-24 1 1/4" DETAIL BR09JG CROSS SECTION IS NOT ACCOMPANIED BY (2). TRAXX/4 FSNR. RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB (56101) PURLIN WHEN PART MARK IS ACCOMPANIED BY (2). (1)1/4" X6 1/4" RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE FLANE DROP PIN (097556) CENTER OF THE BUILDING. O (GFBG) ORA(HFB-) USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE (TYP. PER EACH END) RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME DOES LINE UP WITH THE DOES NOT LINE UP WITH SIDE OF THE FRAME WEB. ALTERNATE CONNECTIONS SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. " 10" & 11 112" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. REV.DATE: 0/101/09 REV.NQ 00 TYPICAL FLANGE BRACE CONNECTIONS REV. DATE: OTtl1110 REV. NO. 02 ROOF/WALL FLANGE BRACING REV. DATE: 00I1714 REV. NO. 02 ROOF/WALL FLANGE BRACING R—DATE: OA'01111 nev.- m CHANNEL BRACE ENDING AT PURLIN WEB REV.DATE: 07/01109 REV.NO. 0SINGLE CHANNEL PURLIN BRACE BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR06K3 PURLIN/GIRT WITH INSULATION VAPOR RETARDER BR06KE PURLIN/GIRT WITH VAPOR RETARDER BR09JG SELF -DRILLER WITH BENT TABS BR09JH ENDING AT PURLIN WEB LOCATION AT EAVE STRUT BEND PBA TABS ERECTION NOTE: USE (1) 11132" X 1 114" USE (2) 112" AND USE (2) 11/32" X 1 1/4" T-45 GRAY NOTE: 1. SEE CHART FOR RIDGE BRACE NEST AND CHANNEL BRACES THAT END AT A PURLIN WEB, BUT DO NOT HAVE TABS TO BEND AND T 45 GRAY SCRUBOLT GALV. HEX NUTS 097352 ( ) (47120) LOCATE SCRUBOLT NUT (097267) SCRUBOLT (097352) AND SCRUBOLT NUT (097267) HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT ( ) ASSEMBLY SELECTION. II ROTATE SECURE. INSERT CLIP (544015) THROUGH HEAD OF SCRUBOLT t0 (1) NUT ON EACH CHANNELS WEB SLOTS AND USE A DROP PIN TO ATTACH SIDE OF PURLIN OUTSIDE Of EAVE PURLIN SEE FACE OF �2 2. NEST CHANNELS TO ACHIEVE II TO ALIGN BRACE. BE ON USE TOP HOLE OF BRACE ASSY. EAVE STRUT VIEW CHANNEL 5" BETWEEN HOLES AND HOLES TO CHANNEL EAVE STRUT ANTI -ROLL CLIP (pgp.) FOR TAB ATTACHMENT PURLIN BRACE U USE DROP PINS TO SECURE. USED TO (1)1/4" X 61/4" IF PRESENT. � (CPB-)(TYP.) SECTION SECURE DROP PIN (097556) / WITH DROP (2)1/4" x 61/4" PINS DROP PINS (097556) I (2)1/4-14 x 1 1/4" / STRUCT. SCREWS (55307) / FACE OF / EAVE STRUT ® PURLIN � CHANNEL b � m RIDGE BRACE � SEEM) LY WEB ENDING CLIP EAVE PURLIN BRACE USE (2) 1/2" GALV. HEX EAVE PURLIN E (0544015) PURLIN PURLIN/ EAVE STRUT PBA-) AT 8 1/2",10", BRACE STRAP 11 1/2" PURLINS. (EBBS1) AT 81/2", NUT NUTSEACH SIDE F PURLIN47120) LOCATE STRUT RING (NOT REQ. AT 7" PURLIN 10" 11 1/2" EAVE STRUT TO 7" EAVE STRUT) EAVE PURLIN L (1)1/4" X 61/4" DETAIL BR09JG (JCP051050) AT 7" EAVE STRUT BRACE ASSY. DROP PIN (097566) PURLIN USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE PURLIN (PBA-)(TYP.) (TYP. PER EACH END) DOES LINE UP WITH THE DOES NOT LINE UP WITH II EAVE STRUT NOTE: SEE ERECTION DRAWINGS SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. FOR LOCATION FOR LOW OR HIGH EAVE LOCATIONS. REV.DATE: 07101109 IRV.NQ DE CHANNEL RIDGE BRACE ASSEMBLY R V.DATE: OY01111 REV.No. Ot CHANNEL BRACE ENDING AT PURLIN WEB REV.DATE: U110T110 RE".No, a EAVE BRACE STRAP AND EAVE PURLIN BRACE REV.DATE: 11RN12 IAEv.W. 0a EAVE STRUT BRACE REV.DATE: 071G1109 REV. NO. 00 SINGLE CHANNEL PURLIN BRACE BR09JK RIDGE BRACE ONLY AT SYMMETRICAL RIDGE BR09JR WEB ENDING CLIP WITH DROP PIN BR09K2 LOCATED AT EAVE - CENTERLINE OF FRAME BR09K5 BR09PH INTERMEDIATE LOCATION NOTE: END FRAME INT. FRAME INT. FRAME INT. FRAME DETAIL USED FOR INTERIOR BAY AND AT FRAME LINE. 1. SEE CHART FOR RIDGE BRACE NEST AND ri. END BAY CL INTERIOR BAY q �* FIELD DRILL HIGH EAVE STRUT ASSEMBLY SELECTION. iJ<3 DIF1 �• _ CROTATE HANNELS •EAVE PURLIN HOLE (IF REQUIRED) 2. NEST CHANNELS TO ACHIEVE TO ALIGN (1) PURLIN BRACE (1) PURLIN BRACE H LEI O ] O O BRACE(PBA.) 5" BETWEEN HOLES AND 0 ] 0 O FOR SCRU-BOLT HOLES CHANNEL USE DROP PINS TO SECURE. CHANNEL CONNECTION USED TO SECTION SECURE (2) PURLIN BRACE ] ] O O BOTTOM OF WITH DROP CHANNELS (2) PURLIN BRACE ROOF SHEET (2) 1/4" x 61/4" PINS O ] ] O DROP PINS (097556) (3) PURLIN BRACE ] ] ] O CHANNELS CHANNELS (4) PURLIN BRACE (4) PURLIN BRACE ] CHANNELS ] ] ] CHANNELS J ] ] ] 10•• OR g 112 • R�1N \� t/ / I TYPICAL �1. TYPICAL 11112 '� REVIEWED FOR • \ �� I'=-•j CLUSTER f-"--i CLUSTER CODE COMPLIANCE /\ CHANNEL STANDARD NOTES: '`�' STANDARD NOTES: ♦ R DGEBRACE APPROVED I ASSEMBLY PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. USE (1)11132" X 1 1/4" (CPBR-) T SE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: T-45 GRAY SCRUBOLT (097352) • DO NO3' INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. - DO NC(F INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. SCRUBOLT NUT (097267) OC, 0 2 2015 HEAD OF SCRUBOLT TO RIpGE i INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. BE ON OUTSIDE OF USE (2)1/2" EAVE STRUT SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. GALV. HEX NUTS PURLIN (47120) LOCATE City Tukwila INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. (1) NUT ON EACH • NOTE: SEE ROOF FRAMING PLAN FOR of SIDE OF PURLIN PBA- LOCATION AND QUANTITY. BUILDING DIVISION CHANNEL BRACE MAY BE LOCATED IN EITHER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - SET OF SLOTS IN CLUSTER LOCATE PBA- IN UPPER POSITION PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. WHEN ONLY (1)PBA IS REQUIRED. REV.DATE: 01101109 InMND. 99 CHANNEL RIDGE BRACE ASSEMBLY REV.DATE: .11011. REV.ND. oo PURLIN BRACE CLUSTER LOCATION REV.OATE: 07/01ID9 REv.No. oa PURLIN BRACE CLUSTER LOCATION REV. DATE: 1112N12 REV. ND. 0, HIGH EAVE PURLIN BRACE BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE BR09RY END BAY CHANNEL LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION BR09W2 ALL WALL PANEL TYPE n U tJ -- I_ I,, REID MIDDLETON, INC, FOR CONSTRUCTION 1. UNLESS NOTED, USE 112 X 1 112 A325-N BOLT (49080) AND NUT (47120) THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST. KANSAS CITY, MO 64102 ROOF SECONDARY SED'S-1 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV. DATE: BY: DESCRIPTION: BUILDER: Steelcraft Construction JOB 5- 1 1 OF WALL AND ROOF SHEETS. THE BUTLER MFG. ENGINEER'S SEAL DOES THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR CUSTOMER: TE009523-02 DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BVTLE� 8/30/15 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL LOCATION: Tukwila, Washington ® DRAWNICHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING PROJECT: Family Fun Center Butler Manufacturing BLW / SMA DRAWING SCALE: NTS PAGE: 17A REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUILDERS Pott: 64597 vac VERSION: 2015.1 VPC FILENAME: 15.009523.02 9f9I2015 11:07:04 a division of SlueScope Buildings North Amend, Inc NOTES : �A! 7 -DO NOT ATTACH PANEL OR PANEL CUPS TO COMPOSITE STRUT MEMBER. ERECTION DRAWING PART MARK -SECONDARY ORIENTATION OR SHAPE MAY BE OTHER THAN SHOWN -FIELD DRILL 9/16" HOLES IN COMPOSITE T PURLIN FOR PBA- CONNECTION IN 7" PURLINS. C 2 3/4" 2 7/8" ADJUST. CODES ADJUST. CODES P GAGE t) eta" EIGHTHS GAGE EIGHTHS R INCHES I LENGTH INCHES LENGTH 1 W 1 B 3 E (millimeters) FEETI (millimeters) SHAPE SHAPE HEX NUTS (47120) DEPTH _ LOCATE EACH SIDE DEPTH COUNTERy 7 BAY NUMBER 48OFPURL• i LIP_U CANOPY (C)/PARTITION(P)/ DEPTH SHAPE GAGE DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER 07-7" Z=ZEE 11=0.113 07=7" ZS=ZEE 11=0.113 � 08=8112'• C=CEE 12=0.098 E = LOW EAVE STRUT 08 = 8 1/2" CS = CEE 12 = 0.098 i 10 =10" ES = LOW EAVE STRUT H=HIGHEAVESTRUT 13 = 0.088 10=10" 73=0.088 WILDING SHAPE COMPOSITE 11 =11 112" 14 = 0.079 11 HS = HIGH EAVE STRUT 14 = 0,079 PURLIN BRACE PURLIN 15=0.073 BB 2 FB=FACK TO BACK CEE CETO13ACKCEE 15=0.073 THE BAY/BUNDLE CODE IDENTIFIES SAVE STRUT ASSEMBLY (PBA--) 1S' 0.068 17=OA60 FF=FACE TO FACE CEE 16=0.068 THE BUILDING CANOPY/PARTITION/ 17 = 0.090 (1) 11/32" X 1 1/4" ROOF/WALL PLANE AND BAY SCRUBOLT (097352) AND SCRUBOLT NUT (097267) RE1/.DATE: 111-12 REV.N0. °: COMPOSITE EAVE STRUT -ALL DEPTHS REV.DATE: 07101N9 REV.NO. 00 SECONDARY PART MARK NUMBER ` ' SPECIAL SECONDARY PART MARK KEY REV. DATE: 0141113 REV. NO. 01 SECONDARY BUNDLE LOCATION KEY REV. DATE: DVOV 9 REV.NO. 00 PURLIN AND GIRT SIZES BR18G2 CONNECTION FROM EAVE STRUT TO PURLIN EN51 B1 COMMON GENERATED MARK NUMBERS EN51$2 COMMON GENERATED MARK NUMBERS EN51B3 ALL SECONDARY DEPTHS EN53G1 10" 254mm JAMB DEPTH ���� �� GC1 AT 7"/8 1/2" (WELDED) WELDED CLIPS GIRT TO EPC3 (WELDED) �� EPC3 AT 10" 11 1 2 JAMB CLIP 7•• 8112" 10" 11 1/2" � / / " (WELDED) LISTED FIRST 7" 8 1/2" / WELDED CLIP CONNECTION �F' 7 �1 �� PG1 CUP (BOLTED) - ALL DEPTHS PURLIN PURLIN 7" JT03 JTGB 00 �® REFER TO CROSS SECTION. E • ALT. CONNECTION (10'7 / r C Btl2" JTGt JTGS �• ( / ") 1 ti I ® 1 ALT. CONNECTIONS PC OR ARC7 y$Pp _ A �• STD. CONN. 11 1 2 1\ 10" JTG4 JTG2 Ar�� h� \ / fL� I I OR PC27 p y� � vP 1 / ENDBAY i?r00 V' 111/2" ROOF JTG2 SINGLE JAMB ,y1�1^ 5 Fp,P \ i PURLIN lb A325BOLT1 12"9080) —�,�ff" i �\� - �P��,S q SECTION "A" ^��5 e DIM. A ��� ® (2)1/2"A307THIN HEAD BOLT (096636) r & NUT (095032) rO I 0 GIRT CUP I (SEE CHART) --- — SECTION A -A DIM. A 3 1/4" AT 7", 8 1/2", 10" GIRT ZEE GIRT SHOWN 6 1/4" AT 11 1/2" GIRT CEE GIRT SIMILAR JAMB CAN BE 11/2" DEEPER THAN THE JAMB SUPPORTGIRT ALIGN JAMB AND GIRT AT BL REV. DATE: OW29110 REV.!" GIRT TO JAMB WS20F2 SINGLE JAMB (4) 1/2" A307 THIN HEAD BOLT (096636) & NUT (095032) ,,— EAVE STRUT EAVE STRUT-J 4J EAVE STRUT BRACE STRAP (ESBS1) AT 8 1/2", 10", 11 1/2" PURLINS. USE (JCP051050) AT 7" PURLINS. SHIM PLATE (SEE CHART) (2) 112" X 1 1/2"' A325 BOLT (49080)* FRAME SHIM PLATE ROOF PITCH RANGE PART NUMBER .25 TO 1.99 N/A 2.0 TO 2.49 ESH1 2.5 TO 3.49 ESH2 3.5 TO 4.00 ESH3 RS12PA * USE 1/2" X 2" A325 BOLT (097280) * IN LIEU OF (49080) EAVE STRUT CONNECTION AT INTERIOR FRAME WE: DTI01109 I REV. NO. 00 RS01TD PURLINS AT INTERIOR FRAME SIMPLE PURLINS W/O CLIP (4)1/2" A307THIN HEAD BOLT (096636) EAVE STRUT& BRACESTRAP(ESBS1) NUT (095032) *EA SHIM PLATE — (SEE CHART) PLATE (EAP1) ROOFBEAM MIZIYsuJ111= COLUMN * USE 1/2" X 2" A325 BOLT (097280) SHIM PLATE ROOF PITCH RANGE PART NUMBER .25 TO 1.99 NIA 2.0 TO 2.49 NIA 2.5 TO 3.49 ESH7 3.5 TO 4.00 ESH2 IN LIEU OF (49080) BOLT EAVE STRUT AND EAPt PLATE TO FRAME W/ (8) 112" X 1 1/2" * A325 BOLT (49080)* * LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. O,Y20I1D REV. NO. Ol EAVE STRUT W/ ATTACHMENT PLATE RS12PE I INTERIOR FRAME a THREE LAP BOLTS -J REOD. AT ALL LAP ENDS RS01U1 PG1 CUP (BOLTED) LTED BOCLIP CONNECTION (REFER TO CROSS SECTION) ALT. CONNECTION (10") 10" & 11 1/2" PURLINS STD. CONN. (11 1/2") PURLINS AT INTERIOR FRAME CONTINUOUS PURLINS SHIM PLATE ROOF PITCH RANGE PART NUMBER .25 TO 1.99 N/A 2.0 TO 2.49 ESH7 2.5 TO 3.49 ESH2 3.5 TO 4.00 ESH3 EAVE STRUT SHIM PLATE (SEE CHART) I) I� I ROOF BEAM (2) 1/2" X 1 1/2" A325 BOLT (49080)* *USE 1/2"X2" 69r A325 BOLT (097280) IN LIEU OF (49080) \ rL **V-0" AT 7" & 81/2" OUTSET V-3" AT 10" & 11 1/2" OUTSET LOW EAVE STRUT SHOWN - HIGH EAVE STRUT SIMILAR )ATE: 0TI0,109 REV. ND. DD EAVE STRUT CONNECTION RS12PH AT END FRAME F41 RAKE BEAM .�° �a �o QP 1�,;\�� 1 0 PURLIN CONNECTION TO END FRAME RS02T1 CONTINUOUS PURLINS PURLIN OR EAVE STRUT ^ INSERT PANEL CLIP I ADAPTER (0543130) THRU HOLES AND O BEND TABS AWAY FROM SPLICE. PANEL CLIP ADAPTER USE A PANEL CLIP ADAPTER AT THE ENDS OF PURLINS OR EAVE STRUTS WHERE A PANEL CLIP OR PANEL EAVE ATTACHMENT MUST BE MADE. 'TE` °"""' RE'. "°' " PANEL CLIP AT EAVE STRUT RS12PJ LOCATED WHERE STRUT STOPS BUT CONNECTION REQUIRED 1 *WHEN CLIP IS FACTORY WELDED TO FLANGE, THIS BOLTIS NOT REQ'D. REFER TO ERECTION DRAWINGS FOR — ALL CLIP MARK NUMBERS AND LOCATIONS. RS03J1 ANTI -ROLL PURLIN CLIPS WHEN REQUIRED BY DESIGN RE WED FOR CODE COMPLIANCE APPROVED OCI 02 2015 City of Tukwila BUILDING DIVISION E v E REID MIDDLETON, INC. FOR CONSTRUCTION 1. UNLESS NOTED, USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 ROOF SECONDARY SED'S-2 _ STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: BUILDER: Steelcraft Construction CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center euILDER•s Pon: 64597 RSITLRR ® Butler Manufacturing vac veastoN: 2015.1 JOB a: 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE 8/30/15 DRAWNICHECV- BLW / SMA DRAWING SCALE: NTS PAGE: 17B VPC FILENAME: 15.009523-02 9/9/2015 11;07:15 a division of BfueSoope Buil°Ings North Arnerloa, Inc CUF 0 z a T � . w mo m 2 �. z VO w O Fz rn w O F o Mto Y x v o4 N Q Z O INNER CURB INNER "STRUCTURAL" CURB VERIFY THAT THE OUTER CURB HAS ENOUGH CLEARANCE RTU DUCT WORK AROUND THE INNER CURB FOR EXPANSION AND CONTRACTION (MIN. 1-1/2" EACH SIDE) ' I I<� I `� � � I I I ' MR-24 ROOF OUTER CURB DOUBLE WALL CURB DETAIL NOTES: 1. A DOUBLE WALL CURB IS TYPICALLY USED WHEN THE RTU (ROOF TOP UNIT) WEIGHT WEIGHT EXCEEDS THE CAPACITY OF THE STANDARD IFCURB AND KITCURB PRODUCTS. 2. IF THE LOADS ARE TOO HIGH FOR THE PURLINS, EVEN WITH THICKER PURLINS, OR IF THERE ARE PURLINS RUNNING UNDER THE CURB THAT REQUIRE BEING CUT, THEN IT IS RECOMMENDED TO INSTALL CARRY BEAMS. THE CARRY BEAMS SHOULD HAVE THEIR TOP FLANGE LOCATED 7" BELOW THE TOP FLANGE OF THE ROOF BEAMS AND SHOULD BE INSTALLED WITH THEIR WEBS PERPENDICULAR TO THE OUTER FLANGE OF THE ROOF BEAMS. FOR STEEPER ROOF SLOPES, THE CARRY BEAMS SHOULD BE CLOSELY REVIEWED FOR ANY ADDITIONAL TORSIONAL OR WEAK AXIS LOADS. THE CARRY BEAMS ARE PERPENDICULAR TO THE ROOF TO ALLOW THE INNER CURB SUPPORT BEAMS TO BE EASILY INSTALLED BETWEEN THE CARRY BEAMS AND THE PURLINS. 3. THE INNER STRUCTURAL CURB ATTACHES DIRECTLY TO THE PURLINS BELOW IT. IN CASES WHERE THE PURLIN DOES NOT CONTINUE THROUGH THE CURB OPENING, THE PURLIN SHOULD ALWAYS ATTACH TO THE INNER CURB SUPPORT BEAMS. VERIFY THAT THE OUTER CURB HAS ENOUGH CLEARANCE AROUND THE INNER CURB FOR EXPANSION AND CONTRACTION. 4. BRACING MAY BE REQUIRED BETWEEN THE CARRY BEAMS TO PREVENT MOVEMENT OR FLASHING r--'---� FLASHING TWISTING. THIS SHOULD BE LOOKED AT ON A PER JOB BASIS TO DETERMINE THE I I REQUIREMENTS FOR THE CARRY BEAMS ON YOUR PROJECT. ANY REQUIRED BRACING FOR THE CARRY BEAMS SHOULD BE DETERMINED BASED UPON THE LOADS APPLIED OUTER CURB -------- I I — — _ TO THE RTU (I.E. SEISMIC, WIND, ETC.) AND THE PHYSICAL CHARACTERISTICS OF THE CARRY BEAMS BEING USED. I I RTU DUCT WORK I SECTION —A BUILDING MAIN FRAME 5. PURLIN BRACING MAY REQUIRE LOCAL MODIFICATION TO WORK AROUND CURBS, SUPPORT FRAMING, OR DUCTWORK. 6. THE USE OF AN "ELEVATED RTU FRAME" MAY ALSO BE USED A AN PAF MC=-50R ROOF TOP UNIT CAPACITIES EXCEEDING 2000 LBS. (SEE DWG. PCONIPLIANCE APPROVED D EVME REID MIDDLETON, INC. UL 1 0 2 2015 City of Tukwila BUILDING DIVISION MR-24/CMR-24 IFCURB INSTALLATION DOUBLE WALL — PURLIN CUTTING NOT REQ'D DRAWN By CHECKED EY-1 GROUP NUMBER: 02-013-01 RHE GEE FIRST RELEASE DATE REVISION DATE g 1 7 C101 01/21/10 02/26/13 I �+ ------------------ ------------------- ------- �-- 6'-10 7/8" THIS NALL BUTTS AGAINST EXISTING BUILDING SECONDARY ELEVATION AT 6.5 Shape Name = Bowling Lanes, Wall = 1 T ;D FOR PLIANCE VED UU 1 0 2 2015 City of Tukwila WING DIVISION ID LU S REID MIDDLETON, INC. FOR CONSTRUCTION 1. UNLESS NOTED, USE 112 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 SECONDARY ELEVATION AT 6.5 REV: DATE: BY: DESCRIPTION: BUILDER: Steelcraft Construction CUSTOMER: JOB 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S PON: 64597 B�lTLL�R ® Butler Manufacturing VPC VERSION: 'ZQ1,rj,1 8/30/15 UR VVNICHECK: BLW / SMA DRAWING SCALE: NTS PACE' 18 VPI: i-ILtNAMt: 15-009523-039 812812015 9:06:59 a division of BlueScope Buildings North America, Inc. 2 2'-9 15/16" 1 4'-4 11/16" Dimension Key 1. UNLESS NOTED, USE 1/2 X 1 1/2 A325•N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. VPC FILENAME: 15-009523-03B THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. 6.5 I I I I I I I I I I I I I THIS WALL BUTTS AGAINST EXISTING BUILDING I I I I I I I I I I I I I I I 7' 2 5/8' SL BL WALL SECONDARY ELEVATION AT SKEWED WALL Shape Name = Bowling Lanes, Wall = 2 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAwINGscALE: 1512512015 NTS DESCRIPTION: 9:07:00 REVItWJJD -FOR, .. CODE COMPLIANCE APPROVED OL I 0 2 2015 City of Tukwila BUILDING DIVISION [J EPIEwE REID MIDDLETON, INC. FOR CONSTRUCTION WALL SECONDARY ELEVATION AT SKEWED WALL BUILDER: Steelcraft Construction JOB N: 15-009523-02 CUSTOMER: DATE: LOCATION: Tukwila, Washington �uTLE� 8/30/15 01 DRAWN/CHECK: PROJECT: Family Fun Center Butler Manufacturing BLW / SMA BUILDER'S PON: 64597 VPC VERSION: 2015.1 PAGE:19 a division of BlueScope Buildings North America, Inc. Secondary Part Schedule Mark Part Thick. Depth Lap Detail G104 OOIOBZS2300417BO 0.0600 B 1/2" 10 1/2" WSOIG3,WS10H6X2 Q Secondary Bracing Schedule G105 00208ZS2104217BO 0.0600 8 1/2" 10 1/2" WSOIG3,WS10H6X3 id Qty Mark No Spacing G135(Flip) 00408CS160041700 0.0600 8 1/2" FS25F1X 1 20 2 3 CP708 CPM0BH0300708 4'-0" 3'-6" G136 08Z2405412GG20 0.0980 8 1/2" FS25G1 3 7 CPBB030104 2'-11 3/4" 4 7 CPSB030912 3'-8 1/4" G137(Flip) 08C2411417DD20 0.0600 8 1/2" FS25F1X G139(Flip) 00508CS130841700 0.0600 8 1/2" FS25FIX G141(Flip) 08CII02417DD20 0.0600 8 1/2" FS25F1X G143(Flip) 00608CS220041700 0.0600 8 1/2" FS25FIX G145 08Z1202417AAOO 0.0600 8 1/2" 10 1/2" WS0IG3,FS25G1 Bracing Part Schedule G146 08Z1402417AAOO 0.0600 8 1/2" 10 1/2" WS0IG3,FS25G1 Part Qty Length Detail 12RU3109 3 31'-9" BR02K1 G147 08Z1606417AA00 0.0600 8 1/2" 10 1/2" WSOIG3,FS25G1 12RU3010 1 30'-10" BR02K1 G148 08ZO910417AAOO 0.0600 8 1/2" 10 1/2" WSOIG3,FS25G1 G149 08Z2100417GJ20 0.0600 8 1/2" FS25G1 G150 08Z1011417DG20 0.0600 8 1/2" FS25G1 G151 OSZ1211417GL20 0.0600 8 1/2" FS25G1 G152 08Z1503417DG20 0.0600 8 1/2" FS25G1 G153 08ZO807417GL20 0.0600 8 1/2" FS25G1 G154(Flip) 08CO810417DL20 0.0600 8 1/2" FS25FIX G155(Flip) 00108CS200421700 0.0600 8 1/2" FS25F1X G156 08Z1509417GG20 0.0600 8 1/2" FS25G1 G157 08ZO309217DG20 0.0600 8 1/2" FS25G1 G45 08Z261141711BO 0.0600 8 1/2" 10 1/2" WS01G3 I G139 (Flip) 'I BR09JR I 137(F1ip) R09JR Elal o OI I OII 143(Flip) Al I ��151 I I 136 I R09JR R09JR I 0 El1 lO I lO OI I-G150 I I-G151 �. _ _ 136 ...I_ _ _ a �I� I o io to ;o 11 I I I R09JG 145 I R09JG lA6 I I TX004 I I i0 I I 10 I I 45 I f jAG3t�' I I I I� I I I I Q I I l0 I " 45 45 10 I NBBMC - Panel lO I ID I I 10 I I ID I R09JG I R09JG 1 105 (Typ.) 45 45 (1'yp.) DIY-BR09JG 11 I 9 I ti 21,13131 2W382 2W383 21,-1" 25,-0•, 25'-0" I1 117'-5 3/4" SECONDARY ELEVATION AT K Cp I 5.5 - 15-10•' 1---G135 (Flip) P R09JR 01 I o � Iz I��-G152 I lO I 154(Flip) R09JR 1� 155(Flip) I BR09JR P I-�G153- ------- _G152 --}-- I 156 I I-�157.1 0 -� _ u l0TxUUj0 1 I I to I I R09JG I R09JG 147 159 I I I T%003 -_ I I ID I I I ID I 1 I I 45 f�q I G% I ro Ile 4 1 I I° I 1 V(D I 4 I 1 10 I I I I 10 l I ID LraR09QG 45 l05(Typ.l- l -BR09JG I 9 I CODE COMPLIANCE 2W3B4 2tV3B5 APPROVED OC 1 0 2 2015 25'_g,� 16,_4„ �I} I IDI City of Tukwila BUILDING DIVISION IEj ig J[l(�Mr 7 3'-6" 6 3" I 5 3'-2" 111111 4 2 1/4" 3 3'-6" 1 6"-0 3/9" REID MIDDLE -TON, INC. Dimension Key Shape Name = Bowling Lanes, Wall = 3 FOR CONSTRUCTION �� y 1. UNLESS NOTED, USE 1/2 X 1 1/2 A325-N BOLT (49080) AND NUT (47120) THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST. KANSAS CITY, MO 64102 SECONDARY ELEVATION AT K 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. OF WALL AND ROOF SHEETS. THE BUTLER MFG. ENGINEER'S SEAL DOES REV: DATE: BY: DESCRIPTION: BUILDER: 6teelCfaft COr1StrUCtlOn JOB tt: 15-009523-02 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LocATIDN: Tukwila, Washington 8/30/15 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL m DRAWN/CHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BMER M. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING PROJECT: Family Fun Center Butler Manufacturing BLW / SMN REQUIREMENTS SPECIFIED BY BUTLER, TO PROPER ERECTrON, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWINGSCAI.E: NTS BUILDER•sPC#: 64597 PACE. 20 VPC VERSION: 2015.1 ratrvnmt: 15iva52ny�n 8/28/2015 0 a division of BlueScope Buildings North America, Inc. 4 q Shape Name = Bowling Lanes, Wall = 4 II i % of iage EID I',r)I DDLETON, INC. FOR CONSTRUCTION 1. UNLESS NOTED, USE 1/2 X 1 112 A325-N BOLT (49080) AND NUT (47120) W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 WALL SECONDARY ELEVATION WALL 4 REV: DATE: BY: DESCRIPTION: BUILDER: $teelCfaft COnStfUCilOn CUSTOMER: LOCATION: Tukwila, Washington PROJEcT: Family Fun Center BUILDER'S 64597 ® Butler Manufacturing VPCVERSION: 2015.1 JOB If: 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE: 8/30/15 DRAWNICHECK: BLW / SMA DRAWING SCALE: NTS PAGE: 21 ✓FU HLLNAMt: 15a08523-039 8128/2015 9:07:03 a division of BlueScope Buildings Norlh Americo, Inc. Secondary Part Schedule O Secondary Bracing Schedule Mark Part Thick. Depth Lap Detail id Qty Mark No Spacing G158 00308ZS2511417BO 0.0600 8 1/2" 0'-10 1/2" WS0IG3,WS10H6X1 1 20 CPBB040108 4-0" 2 3 CPBB030 3'-1 G111 00408ZS2300417BO 0.0600 8 1/2" 0'-10 1/2" WS01G3,WS10H6X1 3 7 CPBB0301004 2'-11 3/9" G113(Flip) 00308CS250541700 0.0600 8 1/2" FS25F1X 4 7 CPBB030912 3'-8 1/4" G124 08ZI6064171100 0.0600 8 1/2" 0'-10 1/2" WSOIG3,FS25G1 G125 08Z14024171100 0.0600 8 1/2" 0'-10 1/2" WSOIG3,FS25G1 G126 08Z12024171100 0.0600 8 1/2" 0'-10 1/2" WSOIG3,FS25G1 G128 08ZO108417DG20 0.0600 8 1/2" FS25G1 Bracing Part Schedule G129 08Z2211417GG20 0.0600 8 1/2" FS25G1 Part Qty Length Detail G130 08ZO807417DG20 0.0600 8 1/2" FS25G1 12RU3010 1 30'-10" BR02K1 12RU3109 3 31'-9" BR02K1 G132(Flip) 08CO810417DD20 0.0600 8 1/2" FS25F1X G133 08ZI503417DD20 0.0600 8 1/2" FS25G1 G134 08Z1211417DG20 0.0600 8 1/2" FS25G1 G135(Flip) 0040SCS160041700 0.0600 8 1/2" FS25FIX G136 08Z2405412GG20 0.0980 8 1/2" FS25G1 G137(Flip) 08C2411417DD20 0.0600 8 1/2" FS25F1X G139(Flip) 00508CS130841700 0.0600 8 1/2" FS25F1X G140 O8Z1011417DD20 0.0600 8 1/2" FS25G1 G141(Flip) 08C1102417DD20 0.0600 8 1/2" FS25FIX G142 O8Z2100417DD20 0.0600 8 1/2" FS25G1 G143(Flip) 00608CS220041700 0.0600 8 1/2" FS25F1X G144 OSZ09104171100 0.0600 8 1/2" 0'-10 1/2" WSOIG3,FS25G1 G45 08Z261141711BO 0.0600 8 1/2" 0'-10 1/2" WSOIG3 G49 08Z2405412GG00 0.0980 8 1/2" FS25G1 6.5 p EP 3 I Cp 1 1 o G135 (Flip) 137 (['lip)139 (Flip) jl I R09JRR09JR R09JRR wlOI0QII �Ll 113(Flip) 132(Flip) --G133 -136 —G134 (Flip) GI43(Flip) R09JR R09JR — I — - I I R09JR R09JR 1 G128 O 0 a O; o; �, of I—G129 I I —�130 I I—--G133 ' 49 I I —�13n I I �•G14 I I �_(• I o 0Part Mark Key ---- I--------------T ----- --- -- - ---- -- --------- -------- — — _ — — — — — — �- — — �_ _ 142 m I �_ _- I TXO __-- I------- - _ TX 5 I O I O� Oi I O! ' OI I Oi I aj I _ OI I R093G I R09JG I I — — — 1" — R09JG — 126 TX006 I ( I TX005 I I I I QI QI I 0I el I I I j I I I I I 45 I e�'s A5 i �ti°°j I i I E I O I OI �ti OI I OI 'v4J 01 a l I I 95 I I I I I I I I 4 I O I NBBMC - Panel OI OI ~ Oj I 4s 4s I I I I I I I I CO i I Oi I Oi I el ' 0 I R09JG A09JG R09JG R09JGD FOR —�BR09JG G158 (TyP•) I 45 45 (TYP•) 45 111 (TYP•) r�qG WE CODE OMPLIANCE r�AG� A PROVED os oy I I l I 2W5B0 2W5132 2W5B3 2W5134 2W5135 2W5B6 02 2015 1❑ 23'-6" 25-0" 25'-0" 25•_0 „ 21'_,•' Of Tu kwila 122'-7•' eL SECONDARY ELEVATION AT A BUILDING DIVISION Dal 7 3'-6" r������ 6 3" 5 3'-2" 4 2 1/4" 3 3'-6" ( 2 6" l) 1 2'-0" Dimension Key Shape Name Bowling Lanes, Wall FOR CONSTRUCTION RElD��ID��ETON, INC. UNLESS NOTED, USE 112 X 1 112 A325-N BOLT (49080) AND NUT (47120) THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST. KANSAS CITY, MO 64102 SECONDARY ELEVATION AT A 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. OF WALL AND ROOF SHEETS. THE BUTLER MFG. ENGINEER'S SEAL DOES REV: DATE: BY: DESCRIPTION: BUILDER: SteelCfaft C011StrUC110n J15M: 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DAATE:TE: 523-02 DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Tukwila, Washington BV %L�%IT 8/30/15 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL m DRAWNI :HECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING PROJECT: Family Fun Center Butler Manufacturing BLW / SMA REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: PAGE' NTS BUILDER'S POp: 64597 VPC VERSION: 2015,1 22 "I101Le1D 9:07:04 a division of BlueScope Buildings Norlh America, Inc. ' LAP BOLTS -BOLT RETAINERS ARE SOLELY FOR THE PURPOSE OF HOLDING THE ( PLI � FACADE INTERMEDIATE GIRT BOLT IN PLACE FORA RELATIVELY SHORT PERIOD OF TIME, FULL 3 3/4" FACADE COLUMN CONNECTION STRENGTH IS NOT ATTAINED UNTIL THE HEX NUr ms I BEEN PROPERLY INSTALLED, O O FACADE TOP GIRT I I -INSTALL BOLT RETAINERON AS MANY I BOLTS AS DESIRED TO TEMPORARILY 1 HOLD BOLT IN PLACE. -BOLT RETAINER NEED NOT BE REMOVED PWOR TO INSTALLATION SECTION A -A I OF HEX NIrr EXCEPT WHERE CONNECTION IS SLIP CRITICAL , ` I o� \ 10 BOLT RETAINER 471tD II I a e II �l Q S 000l A pCPp _ `'� GIRT CLIP (PG1) GIRT CONNECTION SHOWN, OTHER CONNECTIONS SIMILAR. Op Q V UiSl GIRT CLIP (GCE—) BE ZEE GIRT MAY BE SHOP WELDED (GC1 OR GCA—) GIRTCDP MAY SHOP FqC WELDED (GCB—) OUTSIDEQ�� FACE OF FACADE Fq�AF^ VERTICAL FACADE COLUMN We ORIENTATION IS CRITICAL: INSTALL BOLT RETAINER ON A BOLT WITH PRONGS OUL 7' & 8 1/2- GIRT REV.DATE: 07MIM IREV.NO. DO FACADE TOP GIRT CONNECTION STRUCTURAL FRAMING REV.DAIE: 0]1011W REY.ND. DD FACADE INTERMEDIATE GIRT. STRUCTURAL FRAMNG REV,DATE: 01-1 REV m D1 GIRT CONN. AT COLUMN OUTSET CONTINUOUS GIRT REVOATE 0]M11W IREV.NM DD OPTIONAL BOLT RETAINER INSTALLATION SECONDARY ATTACHMENT UTILIZING BOLT RETAINER FS25F1X FS25G1 WS01G3 71 WS01SN CORNER COLUMN GIRT CLIP CORNER COLUMN GIRT CUP CORNER COLUMN GIRT CUP RAKECHANNEL SIDEWALL GIRT SIDEWALL GIRT SIDEWALL GIRT SIDEWALL GIRT I ®,-> .: 1/4-14 x 1 1/4' WALL SIRUCT (55307) 2 PER GIRT aEV"' ++roan+ REV,N0. DD GIRT CONN. AT CORNER COLUMN NO EW GIRT, ANY GIRT AT SW REV.OATE: 1110DI11 RE—O. W1 GIRT CONN. AT CORNER COLUMN NO EW GIRT, ANY GIRT AT SW REV.OATE: 1110/111 RE.. WS10H6X3Iq. W GIRT CONN. AT CORNER COLUMN NO EW GIRT, ANY GIRT AT SW REV.DA+L: 1110Nii REV.N0. 0o GIRT CONN. AT END OF PARAPET WS10H6X1 WS10H6X2 WS10H6X4 THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER, VPC FILENAME: 15-009523-03B THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY: I DESCRIPTION: DRAWING SCALE: NT.S` 812812015 FOR CONSTRUCTION WALL SECONDARY SED'S BUILDER: Steelcraft Construction CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S Pom 64597 rtcv11--WED FOR CODE COMpLIANC APPROVED UL 1 0 2 2015 City of Tukwila BUILDING DWI& REID MIDDLETON, INC. JOB 4: 15-009523-02 8/30/15 O DRAWN/CHECK: Butler Manufacturing BLW / SI VPC VERSION: 2015.1 PAGE: 23 a division of BlueScope Buildings North America, Inc. Trim Schedule Id Parts T1 (3.4)SPCNFR24, (5.1)TTF10, (6)PTSA210 T2 (3.4)SPCNMR24, (5.1)TTF10, (6)PTSA210 T3 (6.1)RC20 T4 (6.1)0630051 T5 (3.4)SPCNFR24, (5.1)TTF10, (6)PTSA210 T6 (3.0)SPCNMR24, (4.6)TTF10, (5)PTSA210 T7 (5.9)0630051 Covering Schedule Id Qty Start Length Qty Stagger Length Type Gage OP Fin. Color #5 30 231-7 5/811 30 19'-7 5/811 MR24 24 10 Z AZ #8 30 24'-9 3/411 30 28'-9 3/4" MR24 24 11 Z AZ #1 30 241-9 3/4" 30 28'-9 3/41' MR24 24 11 Z AZ #2 30 23'-7 5/811 30 19'-7 5/811 MR24 24 10 Z AZ Oper. Code:10=SQ, NT Oper. Code:ll=SQ, SQ Finish:Z=A1Zn Color:AZ=Plain AlZn NOTE: N Planograph Schedule I Id Details T1 P-081531, P-081532, P-081537 I I T2 P-081531, P-081532, P-081537 I ( 0)#2 T3 P-080573, P-080578, P-080949 I I T4 B-090002, P-080189, P-105533, P-107134 I\ 7 I T5 P-081531, P-081532, P-081537 T6 P-081531, P-081532, P-081537 I N T7 B-090002, P-080189, P-105533, P-107134 I HIF T8 P-081546, P-081547, P-081548, P-081549 I IH I Dimension Key m m rn © u T8 T4L- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 7 12 Set Back £rom Transition Panel Female Existing for w/o Corrugation Siesmic Separation BL Erector Note Field Bend Counter Flash (TTF10) to Flash back to Existing Building as required. (See Detail TR01X Sheet 27) 1. PRE -DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS TO STRUCTURAL BEAMS 2, STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3, PANELS SHOWN WITH A LENGTH LESS THAN 5 FT MAY HAVE TO BE FIELD, CUT. 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. 122'-7" ROOF COVERING PLAN Shape Name = Bowling Lanes THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DIRECTION OF ERECTION BUTLER (MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 DATE: I BY; DRAWING SCALE: DESCRIPTION: Scale 1:150.0 T8 0 ti N H Color Match Roof Color Match Roof Color Match Roof Color Match Roof Color Match Roof Color Match Roof Color Match Roof Color Match Roof Color J -j- 12" Transition Panel Male Iw/o Corrugation BL FOR CONSTRUCTION ROOF COVERING PLAN BUILDER: SteelCraft Construction CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'SPOM. 64597 Details ENB004, NV667 REVrEWED FOR CODE COMPLIAN( APPROVED OC I 0 2 2015 City of Tukwila BUILDING DIVISIO D) �AF. L REID MIDDLETON, INC. JOB N: 15-009523-01 BV%t.�R 9/11/15 DRAWNICHECK: ® Butler Manufacturing VPC VERSION: 2015.1 MDE / BAH PAGE: 24 VPC FILENAME: 15.999523-02 9/312015 9:46:14 a division of SlueScope Suildings North America. Inc. Wall Liner Schedule Id Qty Type #5000 11 BRU #5001 19 BRU #5000 10 BRU Oper. Code:35=SQ, SQ Finish:X=Alzn Color:AZ=Galvalume Length 2'-10 3/4" 6'-4 3/4" 2'-10 3/4" Gage OP 26 35 26 35 26 35 Finish Color Z AZ Z AZ Z AZ Direction Left to Right Left to Right Left to Right 1 25 (10) #3 PARAPET CAP FLASHING AND BLOCKING (NOT BY BMC) —� TOP OF CEE GIRT EL 126'-8" c co N I O M _I N TOP OF SAVE EL 123'-6" EXTERIOR WALL MATERIAL (NOT BY BMC)- 25'-0" 57'-0" 2 T1 25 (19)#2 117'-5 3/4" BACK OF PARAPET ELEVATION AT K (Viewing from inside of Parapet) BR -II WALL PANEL RUBBER CLOSURE (026648) GUTTER FLASHING (630262) MR-24 ROOF PANEL CO PARAPET CAP FLASHING AND BLOCKING (NOT BY BMC) m TOP OF CEE GIRT EL 130'-2" - TOP OF SAVE EL 123'-6" EXTERIOR WALL MATERIAL (NOT BY BMC) Trim Schedule Id Parts T1 (41)026648 13'-9" 1'-8" Color Details N/A 1/25, 2/25 47'-1" 1 25 (11) #1 BR -II WALL PANEL RUBBER CLOSURE (026648) GUTTER FLASHING (630262) MR-24 ROOF PANEL 1'-4" REVIEWED FOR CODE COMPLIANCE APPROVED UC I 0 2 2015 City of Tukwila BUILDING DIVISION W E, REID MIDDLETON. IN(- -�— =----�-- Planograph Schedule PARAPET GUTTER (630051) PARAPET GUTTER (630051) Id Details Fastener Schedule FOR INSTALLATION DETAILS FOR INSTALLATION DETAILS T1 B-090002, P-080189 Part Description SEE PLANOGRAPHS P-080189, P-081543 SEE PLANOGRAPHS P-080189, P-081543 AND B-090002 AND B-090002 0097365-100 (T-3) #12-14 x 1 1/4", T-30 Torx Hd w/Washer (P-S) 0097364-100 (T-1) 1/4-14 x 3/4", T-30 / Torx Hd w/Washer (P-P) DETAIL DETAIL S,,�00 Iql Shape Name = Bowling Lanes, Wall = 3 FOR CONSTRUCTION 1. PRE -DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY BUTLER MANUFACTURING MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST. KANSAS CITY, MO 64102 WALL LINER ELEVATION AT K TO STRUCTURAL BEAMS MFG. AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE BUTLER MFG. ENGINEER'S SEAL DOES REV: DATE: BY: DESCRIPTION: BUILDER: SteelCraft COnStfUC110n 315- 3. PANELS SHOWN WITH A LENGTH LESS THAN 5 FT MAY HAVE NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR cusror,�ER 1 02 TO BE FIELD CUT. DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN DATE: DATE: BUT�E�.7/28/15 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL LocnrioN: Tukwila, Washington DRAWN/CHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING PROJECT: Family Fun Center Butler Manufacturing MDE / BAH REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: 1:100.0 BUILDER'SPDM. 64597 PAGE, 25 VPCVERSION: 2015.1 9/1/2015 9:33:23 a division of BlueScope Buildings North Am rim, Inc. Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #5000 11 BRU 2'-10 3/4" 26 35 Z AZ Left to Right T1 (41)026648 N/A 1/25, 2/25 #5001 19 BRU 6'-4 3/4" 26 35 Z AZ Left to Right #5000 11 BRU 2'-10 3/4" 26 35 Z AZ Left to Right Oper. Code:35=SQ, SQ Finish:X=Alzn Color:AZ=Galvalume L1L Fastener Schedule Part Description 0097365-100 (T-3) #12-14 x 1 1/411, T-30 Torx Hd w/Washer (P-S) 0097364-100 (T-1) 1/4-14 x 3/4", T-30 Torx Hd w/Washer (P-P) 1. PRE -DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS TO STRUCTURAL BEAMS 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. PANELS SHOWN WITH A LENGTH LESS THAN 5 FT MAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. 122'-7" BACK OF PARAPET ELEVATION AT A (Viewing from inside of Parapet) Shape Name = Bowling Lanes, Wall = 5 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO64102 DATE: I BY: I DESCRIPTION: DRAWING SCALE: Scale 1:100.0 WALL LINER ELEVATION AT A BUILDER Steelcraft Construction CUSTOMER: LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S PO#: 64597 REV WED FOR CODE COMPLIANCE APPROVED OCT 0 '2 2015 of Tukwila _ IA►:�)ail�i�iliirlidLii ilflog JOB p: 15-009523-02 7/28/15 ® DRAWN/CHECK Butler Manufacturing MDE / BAH VPC VERSION: 2015,1 PAGE: 26 PD FlLLNAME: 15.009523.02 9:33:25 a division of BlueSoope Buildings North America, Inc. F = FEET G = GAGE CX**" = COLUMN (PLATE) 1=INCHES O=OPERATION CGX-'=COLUMN(GAGE) E = EIGHTHS C = FIN/COLOR WCX-* =COLUMN (HOTROLL) PAN EL/COVERING W 1 3 1 1 7 2 6 1 K T D RBX-' = RAFTER (PLATE) * F F I I E G G O C C C BGX* *= RAFTER (GAGE) LENGTH CODE WRX*'*= RAFTER (HOTROLL) TRX*"* = TRUSS RAFTER INSULATION 1 B 1 3 0 1 0 3 6 0 3 0 W V ICX*** = INTERIOR COLUMN ** F F F I I I I I I E C C PCX**'=PIPE COLUMN LENGTH WIDTH THK CODE TCX-' = TU 13E COLUMN SECONDARY (STANDARD) 0 8 Z 1 91 1 41 7----- EPX*** = ENDPOST (PLATE) * F F 1 I E G G `** EGX**"=ENDPOST(GAGE) DEPTHLNGTH GAGE ADJUST.CODES SHAPE CBX-*=CANOPY PLATE) SECONDARY (SPECIAL) CBX*'* = PIGGYBACK CANOPY 00108Z1911417--- ' DCC*** = 8 1/2" GAGE POST ` • • • • ` F F I 1 E G G ' H'iGTH COUNTER DEPOGAGE ADJUST.CODES DCE*`* = 10" GAGE POST SHAPE ROD BRACING RS=THREADS BOTH ENDS 03RS2510 I E** F F I I RT=THREADS ONE END - CLEVISONE END OIA LENGTH RU - CLEVIS BOTH ENDS RP = THREAD BOTH ENDS - NO HILLSIDES MARK NUMBER KEY EN50131 COMMON GENERATED MARK NUMBERS ROOF PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: REFER TO: nEV. DATE: 01110111 In ENB004 MR-24 ROOF SYSTEM INSTALLATION GUIDE MR-24 ROOF SYSTEM FLASHING F = FEET G = GAGE SUPPORT I = INCHES 00 = OPERATION CLIP E = EIGHTHS C = FIN/COLOR 7„ 4'-0" O.C. EXISTING MR-24 ROOF PANEL MARK NO.: MR24 F F I I E G G 00 C C C LENGTH CODE I EXISTING WALL PANEL 24"COVERAGE I 31a" 2 3/e" � I (2)1/4"X314" COUNTER S.D.S. (097274) FLASHING I 4'-0" O.C. SMOOTH 10, LONG EXTERIOR (TTF10TALL) SURFACE SUPPORT CLIP if i I TYP. DETAIL FIELD BEND COUNTER 3 3116" FLASHING AS REQUIRED FACTORY TO TIE BACK TO SEE SUPPORT MR-24 ROOF PANEL APPLIED EXISTING BUILDING SEALANT CLIP DETAIL 1 6 1 /4" TRANSITION PANEL W/O CORRUGATION (SEE CHART) I nEv. aATE: 011INIO MR-24 STANDING SEAM ROOF PANEL NV667 INSULATION TRANSITION SUPPORTANGLE 10' NOM. LENGTH SEISMIC PARALLEL WALL USE PLAMOGRAPH P-081532 FOR ADDITIONAL INFORMATION I TR01X ]I SEISMIC - 6" GAP AT PARALLEL TRANSITION TO EXISTING FOR CONSTRUCTION REV WED FOR CODE COMPLIANCE APPROVED OC f 0 2 2015 City of Tukwila BUILDING DIVISION , F�) L,wII E ME REID MiIDDLETON, INC. THE BUTLER MFG. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DESIGN AND PERFORMANCE THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR BUTLER MANUFACTURING 1540 GENESSEE ST. KANSAS CITY, MO 64102 COVERING $ TRIM SED'S REQUIREMENTS SPECIFIED BY BUTLER. THE BUTLER MFG. ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY., DESCRIPTION: BUILDER Steelcraft Construction CUSTOMER Job a: 15-009523-02 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR DATE : DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY BUTLER. ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. LOCATION: Tukwila, Washington PROJECT: Family Fun Center BUILDER'S POM: 64597 AS t MAEPR? ® Butler Manufacturing VPC VERSION: 2015.1 9/11/15 DRAWNICHECK: MDE / BAH I DRAWING SCALE: NTS PACE: 27 /PC FILENAME: 15.009523.02 ` 7:46:53 a division or BlueScope Buildings North America, Inc. Z—PURLIN Z—PURLIN Z—PURLIN UNNECT10N TO PUR IN CONNECTION TO PUR IN NOT BY BLUESCOPE) ANGLE HANGER (NOT BY BLU ESC4PE� 6NOT BY BLUESCaPE�IN 1HANG ER LOAD ENT PLATE OR STRAP HANGER LOAD NOT BY BLUESCOPE) I HANGER LOAD WEB HANGERS FOR 1 /2" DIAM. BOLT TO PURLIN CONNECTION— MAX HANGER LOAD=15001 bs PURLIN MUST BE SPECIFICALLY DESIGNED FOR LOADS GREATER THAN 500 L.B. SEE NOTE #2. WIDE THROAT BEAM C—CLAMP MUST NOT BEND OR CONTACT PURLIN LIP NOT BY BLU ESCO E}1 DO NOT USE A HANGER DEVICE AT CAU S DEFORMATION (FLATTENING) OF THIS FLANGE LIP HALF WIDTH Z— PURUN HALF FLANGE WIDTH ANGER ROD kNOT BY UE3COPE) - Z—PURLIN FIELD DRILL HOLE FOR ROD IN BOTTOM F G� OF PURLIN (7/11f- MAX HOLE VERIFY OVERALL PURUN DESIGN CAN TAKE APPUED LOADS, SEE NOTE #2 MAXIMUM LOAD SUSPENDED FROM BOTTOM ( LOCATED AT HALF —FLANGE WI DTH ) FLANGE —THICKNESS MAX LOAD TH ICKNE5S MAX LDAD 0.0607 1101 bs 0.088" 2001 bs 0.0687 1201b s 0. 09 B" 2501 bs 0.07Y 1401b e 0, 079" 1801b s 0.113" 2501 bs FOR LOADS LOCATED MORE THAN HALF FLANGE WIDTH FROM WEB, USE HALF OF THE LOADS SHOWN ABOVE BOTTOM FLANGE CLAMP HANGER (TOP FLANGE SIMILAR) BOTTOM FLANGE ROD HANGER (TOP FLANGE SIMILAR) DO NOT USE ANY OF THE DETAILS ABOVE IF ROOF SLOPE IS GREATER THAN 4:12 Z—PURLIN HANGER ASSEMBLY r"" r Z—PURLIN I (NOT BY BLUESCOPE) R1 RI HALF FLAME j MY OVE CHANGER ASSEMBLY L,J T FOR (NOT BY BLUESCOPE) EACH PURLIN HANGER LOAD HANGER LOAD DOUBLE PURLIN HANGERS VERIFY OVERALL PURUN DESIGN CAN SUPPORT APPLIED LOADS, GENERAL NOTES 1. CONCENTRATED LOADS GREATER THAN 5001bs ON ANY SINGLE PURLIN MUST BE EXPLICITLY LOCATED AND DESIGNED FOR DURING DESIGN OF BUILDING SYSTEM. 2. SPECIFIED COLLATERAL WADS MAY BE CONVERTED TO SAFE CONCENTRATED LOADS AS FOLLOWS, WHERE P = MAX CONCENRATED LOAD Ibs ; W = UNIFORM COLLATERAL LOAD (PSF) x PURUN SPACING (ft) = Ibs/ft; L = PURLIN SPAN ( HANGERS SHOULD BE SPACED APPROX. EQUAL IP IP I P r I P I p P MAX= 0.5w1 P MAX= 0.4w1 P MAX= 0.25w1 tP r r r P MAX= 0.2w1 LP IP IP jp i P P MAX= 0.15w1 6 OR MORE HANGERS PER PURLIN P MAX= W x HANGER SPACING EXAMPLE; A PIPE IS SUSPENDED FROM A PURLIN AT 3 LOCA11ONS EQUALLY SPACED BAY SPACING = 24'—Q" PURLIN SPACING = 6-0 SPECIFIED COLLATERAL LOAD = 5 PSF W = 5 PSF x 5 FT = 25 PLF L = 24'-0* PMAX — 0.25 x 25 PLF x 24'-0" — 150 L 3S AT EACH LOCATION THE PURUN CAN SUPPORT 3 LOADS UP TO 150 LBS EACH. PICK A HANGER CON NEC11 ON CAPABLE OF SUPPORTING ACTUAL APPLIED LOADS. 1 FOR LOADS GREATER THAN 250 Ibs, PURLINS MUST BE "BLOCKED" AT LOCATION OF LOAD TO PREVENT PURUN ROTATION. 4. EQUIPMENT LOADS SHOULD BE OBTAINED FROM CERTIFIED EQUIPMENT DRAWINGS AND MANUFACTURER'S DATA, 5. Z—PURLINS WILL DEFLECT UNDER SNOW AND WIND LOADS. ITEMS THAT MAY BE DAMAGED DUE TO DEFLECTIONS, (EX. GAS U NES), VERIFY THAT PIPES OR SUSPENDED EQUIPMENT ARE COMPATIBLE WITH EXPECTED DEFLECTION RANGES (}-L/180). 6. THE NA11ONAL FIRE PROTECTION ASSOCIATION (NFPWER—FILLED EQUIRES SPRINKLER HANGERS TO BE DESIGNED FOR A MINIMUM LOAD OF FIVE TIMES THE WEIGHT OF HE PIPE PLUS 250 POUNDS, THE HANGER ITSELF MUST COM81NA110N WI PORTTH HISLOADIINAG�$IT IS NOT NECESSARY TO DESIGN THE SUPPORTING MEMBER FOR THIS LOAD IN 7, SUSPENDED LOADS WILL NEED TO BE BRACED (TO THE PRIMARY FORCE RESISTING SYSTEM) FOR LATERAL STABILITY DUE TO EARTHQUAKES, B. HANGER DESIGN IS NOT THE RESPONSIBILITY OF BLUESCOPE, 9. TOP FLANGE HANGERS SHOULD BE AVOIDED ON BUILDINGS WITHOUT INSULATION SPACER BLOCKS ON TOP OF THE TOP FLANGE, IF TOP FLANGE HANGERS ARE REQUIRED, PLACE THE HANGERS AT THE ROOF PANEL MAJOR CORRUGATION LOCATION TO AVOID DAMAGING THE ROOF PANEL WITH THE HANGER WHEN THE ROOF PANEL IS LOADED OR WALKED ON. 10. WHEN BEAM C—CLAMPS OR OTHER ROD HANGERS ARE USED ON THE TOP FLANGE, THE ROD SHOULD NOT EXTEND ABOVE THE TOP OF THE CLAMP TO AVOID DAMAGING THE ROOF PANEL WITH THE ROD WHEN THE ROOF PANEL Is LOADED OR WALKED ON, 11. DO NOT HANG ANY TYPE OF CRANE, HOIST, CONVEYOR OR ANY MOVING LOADS FROM THE Z—PURLINS, 12. DO NOT HANG ANY LOAD FROM BONA SUPPLIED PURLIN BRACES OR BRIDGING. 13. DO NOT WELD ANY PART OF THE Z—PURLIN, 14, HOLES OL TD NOT NOT FEED E 1 T" DIAMETER UNLESS AUTHORIZED BY BB N A ENGINEER. DRILL OR REAM HOLES WHEN HEID MIDDLETON, INC. RE 1, D FOR CODE COMPLIANCE APPROVED OC 1 2 2015 City Tukwila BUILDIrip DIVISION CONCENTRATED LOADS ON ROOF Z—PURLIN HANGER DETAILS MAVW er I Qt= W GROUP NUMBER; 80-054-01 REVERITT I MENTON °AX°^� I B B- 081465 107 D 1 11 /20/13 ANTI -ROLL CUP I A R C 1 EAVE STRUT E S H — SHIM PLATE oo CS 11 s N +� o �._ 00 {rwrSET) R D J C 1— �� {I SET) JAMBCUP D U C L— ��(INSET) JAMB P D �J C 4 L_ D0�(INMT) P LDJC4R— EAVE ATTACHMENT E A P 1 12 SLOPE (— I \/�, //� a. 6 1 /4' po � W ow J BOLTTI} FULL FRAMEI F F C _ o ii, GA ERE DWACUP I GC 91 % I VAROFT C LIP GC D a° as '@tp IAMB TO [JTG2 GIRT CLIP 11.5 -10 / 11.5 IABLE OUTSET GIRT VC C CORNER CLIP 1 Q INSET GIRT CUP TO RRAFTFR T CUP G C 18 _ LTEFT / RIGHT JGC1 9 L!R OT JjAmo I G C 5 h � � UK VARIABLF ENDFRAME EAVE ATTACHMENT E A P 2 PLATE EAVE STRUT BRACE STRAP 4 L IIESBS1 N517 MN 1 CA E� V C 5 3 I VARIABLE LEG RTS CUP I G C71 _ ( RAKEgiANNEM CLIP I GC9 �} R INSQP RT GCE GAM PmT G CW1 1 . GIRT CUP G CZZ t h JAMB TO JTG3 JAMB TO JTG4[KMA1 PC4 PC5 GIRT CUP ART CUP SIMPLE SAVER GUSSETED PLaRLiN / 7 - 7 10 - 10 FB CUP dRT CUP FLAT HIP FRAME FLAT �'T WIDTH CONNE011QN CLIP WIDTH MOTH 9 � � I a l I a iC SIDE VIEW W �I m SIDE VIEW 'A' I SIDE VIEW 'A' \� $ 13FND E) � I Fir J } BOB � R� A A LLQc BEND DIRT RLL.ER GFA ANGLE �� JAMB TD COLUMN JC— MISC. PLATE 3r4- PURUN CUP P C 2/ RUC P CRT P G 1 CUP Wg B C 2 CONNECIIROAP1Mq.. 0 2 H — Ci%l EC �1NEMID 06 H _ LOG 4 10 H _ I I I JAMB TO ,� TG 1 GIRT CUP Ar,, — a;; 0 a VARIABLE PURUN GIRT CUP Fpr-G CODE( AP UGI ,D FOR PLIANCE 2015 City 0111 UKWIIUI �UILDIN DIVISION 'I `RE ID MIDDLE^TON, I,ti1 BENT CLIPS WN by GUM er dRWP NUMBER! — W,, RLR °A_ not" B B- 08176 5103 nn /na /,a SEE NOTE 7 ROOF PANEL PANEL STRAP 56D1D1 5CRW6OLT NOTES, (097104) COMPLETE PANEL STRAP INSTALLATION 630052 GUTTER STOP - BEFORE LOCK SEAMING WELD IN PLACE, REQUIRES A WATER -TIGHT CONNECTION h r,,. % mn-ru raane+l APPLY A 1/4" 0 BEAD OF GUN - GRADE PANLA511C (025392 BEFORE INSTALLING ADJACMT PANEL 027893 PMLAS11 C CONJINUOUS OVER LOWER HOLES SCRUBOI.T (097213+ -- � FIELD OUT THIS SECTION OF GUTTER TO FIT ONLY IF END OF GUTTER EXTENDS 1'-1 1/4' BEYOND 1. 0 56DD00 CLOSURE B 650209 INSULATION RETAINER BLANKET INSULATION 050041 INSULATION RETAINER E 096305 LOCK -RIVET 1'-0" D.0< CUTTER FLASHI 1'-4 1 /4' WELD GUTTER END LAPS, REQUIRES WATER -TIGHT CONNECTION -SEE NOTE 2 025392 BEAD PANLASTIC (APPLY OVER CLOSURE) PARAPET WALL LINER GIRT GUTTER 1/2' SHIM AS REQUIRED i ' HIGH SIDE I LOW 510E EAVE STRUT i EAVE STRUT 1'-1 1/2" I 8° TYPICAL SECTI DN TH RU GUTTER APPLY PANLASTIC (L EACH HOLE ON INSIDE OF GUTTER BRACE, BEFORE INSTALLING ON ROOF PANEL CORRUGATION. SEE NOTE 1 ► SEE NOTE 1 1-1/4' ENDWALL 2-1/2' SPLICE (TYP.} GUTTER STOP E,W, 63005� I 93DO51 I 830051 I I 630051 I I• 20'-1 1 4' ZD'-D' 20'-0' 2D'-D' SMP SPLICE (rM,) 630051 GUTTER I I __VIZ2' FIELD ,CUT OUTTER & SECTION (IF REQ'D) MULTIPLE WLDTH GUTTER LAYOUT WIN 543130 EAVE STRUTS U 74IN STEM FIELD LDRIVET /160 HOLES AS REQUIRED. GUTTER BRACE (630123). 4'-0' O.G. (2) GREEN STEM LOCKRIVETS (096306) EACH SIDE FIELD DRILL 5/100 HOLES IN SIDE OF ROOF PANEL CORRUGATION. r NOTES; 1. END OF GUTTER SHALL START 1-1/4' OR 1'-1 1 4' EXTENDED PAST ENDWALL SLAS DESIRED. INSTALL GUTTER STOPS 630052 AS SHOWN. EITHER CONDITION WILL REQUIRE FIELD WORK. 2.. WELD ALL GLITTER END LAPS BEFORE ROOFINO, PROTECT PANELS AND SEALED JOINTS FROM ROOF TRAFFIC DAMAGE AT ALL TIMES: SEE DWG P-105046 FOR WELD PROCEDURE. 3. CORRUGATION CLOSURES (560000) ARE INSTALLED ON T-0" CENTER, BEGINNING AT 9- APPLY PANLAS11C AS SHOWN. 4. *EXPANSION JOINTS REQUIRED ON GUTTER RUNS EXCEEDING 100 FEET SEE DWG. P-1D5533. 5, DOWNSPOUTS BY OTHERS. B. ON SLOPES GREATER THAN 1/2:12 IT WILL BE NECESSARY TO FIELD THE FLANGES OF THE: GUTTER TD MA EAVE STRUTS, REVf WED FOR CODE WIVIPLIANCE AP ROVED UL 1110 2 2015 City f Tukwila ILDI G DIVISION �i�� REID MIDDLETON, INC. MR-24 PARAPET GUTTER INSTALLATION 1 POW I RFR 1 CRUP NUMBER: 02-DOO-02 211 BUILDING KEY PURUN PURUN 10` 10' EAVE ADAPTER I DETAIL —A FIELD DRILL 5/16' DIA. HOLES AS SHOWN. AND FOR "TWO -FROM' PART FIELD VERIFY AND CUT, 4 Liu I I tK f k Irrl11 ^r1% I A 1 1 r\/ /\I 1 rrrM TRUSS SHOWN (2) SCRUBMTS (OB7104) Sow. PURUN PURUN EAVE ADAPTER 511 10' 10" (MOO) FIELD CUT AS SHOWN i FLASHING FWG GUTTER (SEE DETAI -A I (630051) FIELD FABRICATE FILLER BLANKET PLATE (E DETAIL-B) ATTACH INSULATION WITH (4) SUND RIVETS (097580). CAULK WITH TUBE -DAM ASTIC (025392) I I S095884 T 1 /8 X 1" TAPE PANLASTIC (027893) ( ) I GUTTER GUTTER FLASHING (630202) 12'-3' LENGTH INTERIOR EAVE GUTTER I GUTTER BRACE (630123) GUTTER FLASHING 630262) 2'-3" LENGTH LOCK -RIVET (096306) — SCRUBOLT (097104) 1'-T O,(;, , 9 TRUSS (TOP CHCRD) TRUSS SHOWN PANLASTIC-TUBE (D25392) SUPPORT ANGLE (630230) SCRUBOLT GIRT (097104) 1/6 X 1" TAPE � EAVE ADAPTER PANLASTIC (650000) (027893) TRUSS EAVE / ADAPTER (65ao0o) , 1/0 X 1" TAPE PANLASTIC (027893y GUTTER J (630051) EAVE PANEL STRAP (560101) EDGE OF ROOF TRUSS SHOWN ':i z 1' 1` DETAIL—B (PIECE IN FLAT) FIELD FABRICATE FROM SCRAP FLASHING MATERIAL - VERIFY ALL DIMENSIONS, q PANEL LO4 STRAP CK -RIVETS (830064) (096306) ROOF PANEL EAVE ADAPTER (6SOODD) TRUSS �i LOW SIDE Ay EAVE 57 (( DETAIL—C � I�' STRAP T DE630064) FIELD DRILL 3/8" DIA. HOLES AS SHOWN ,,,,-SCRUBOLT (097104) —PANEL STRAP (560101) FLASHING (FWG) SEE DETAIL -A FOR FIELD DRILLING HOLES. CORRUGATION CLOSURE 560000 ,-18X1"TAPE PANLASTIC (027693) q TOP UBE PANLASTIC 25392) MR-24 ROOF GABLE TRIM V4WALL PANEL INSTALL /11—AFTER GU FLASHING) GUTTER FLASHING I (630262) (12'-D° SUPPORT ANGLE COVERAGE) (63D230) (8'-0" COVERAGE) SCRUBOLT 097104) Li GIRT (FIELD LOCATE) 1'-0" CEN S .Ili r I EAVE ADAPTER—F ` I (650000) GUTTER TRUSS 5/8' SHIM PLATE (3TGOS650801I I OBO) 4 1/2" SECTION A —A WITH TRUSS GUTTER FLASHING (630262) (12'-D' 1'-4 1 /4' SCRUBOLT (D97104) 1'-0" CENTERS -\ WALL PANEL INSTALL AFTER GUTTER FLASHING) SUPPORT ANGLE (630230) (8'-0` COVERAGE) -GIRT (FIELD LOCATE) GUTTER I 1/2' 5HIM SH3 S REQUIRED HIGH SIDE INSTALL (SCBA) ANGLE AT SAME EAVE STRUT INTERVALS AS PURUN BRACE (PBA). I FIELD CUT TO LENGTH AND INSTALL I 1'-1 1/2' $• WITH SELF -DRILLERS 112-101 1/4' (D97296) AT EACH ED OF ANGLE TO BOTTOM FLANGE OF SAVE STRUT (ecBA) FLASHING SECTION A —A (FWG) WITH Z—PU RU NS STRAP MR-24 ROOF" (630064) /- ENDWALL !l / TRIM r APPLY PANLASTIC (025392) AROUND EACH HOLE ON INSIDE OF CUTTER BRACE, BEFORE I N STALLING ON ROOF PANEL CORRUGATION OR FLASHING SECTION n8n SEALANT DETAIL ERECTION SEQUENCE NOTE: 1. INSTALL GUTTER AS SHOWN ON (097580) BLIND RIVET - SEE DRAWING DRAWINGS P-103442, P-10443 FOR RIVET COLOR INFORMATION. OF GUTTER BRACE FOR SEALANT APPLICATION COMPLETED ASSEMBLY AND P-103444. 2, INSTALL ROOF PANELS, 3, INSTALL GUTTER FLASHING AND GUTTER BRACES, 4. FIELD WORK FLASHING (FWG) AS SHOWN IN DETAIL -A. FIELD FABRICATE FLASHING AS SHOWN IN DETAIL-B. MODIFY TO AT SLOPE OF GUTTER FLASHING. 5. INSTALL FLASHINGS (FWG) AND CAULK ALL AROUND WITH GRAY SEALANT (016688). 6. INSPECT ALL JOINTS AND SEAMS FOR LEAKS -CAULK QUESTIONABLE AREAS WITH TUBE -GRAY SEALANT (otesee>, GUTTER REV D FOR 5bE C MPLIANCE AP ROVED W 1 2 2015 City f Tukwila BUILDIIIG DIVISION EWE l =EHID MIDDLETON, INC. MR-24 INTERIOR GUTTER CORNER INSTALLAITON - ROOF TO WALL ° AVN BY oem er GROUP NUNE S; 02-007-02 JdH BJF Ef^nFA OAR '�1D"" B P-08D189 104 01 21 1D 02 13 14 RIGID INSULATION VAPOR RETARDER' PANEL CLIP ROOF LINER PANEL 3 PLATE TRU SS CR Z-PURLIN Il CMR-24 PANEL SPLICE INSTALLATION a e 4ar�P NOTE - TAB WILL NOT ENGAGE LOWER PANEL, TAB WILL BE LOCATED AT PANEL NOTCH, STEP 1 LOWER PANEL INSTALLATION C 5TUDS STUDS 9 I1 ENGAGE TAB AFTER LOCATING PANEL OVER STUDS. L-UPPER PANEL MUST PROPERLY STEP 4 SIDES OF NOTCH PROVIDED LIN BOTH UPPER PANEL INSTALLATION SPLICE PLATE (560100) 2'—O" PANELS PANLASTIC (042717) APPLY DIRECTLY OVER STUDS STEP 2 SPLICE PLATE INSTALLATION PANEL STRAP 560101 2'— 01 PANEU 6' FLANGE NUT r* SEALANT (1/0" X 1") o-o-vN51.OPE ,-PANEL STRAP PANEL CLIP PANEL SPLICE PLATE —• ,� - �� - " �-BEARING PLATE RIGID INSULATION— CROOF LINER PANEL Z—PURLIN - -�--L TRUSS SECTION A —A IMPORTANT 1/8' x 1' PANLASTIC (042717) — NOT TO EXTEND ABOVE THIS SURFACE (TYP. BOTH SIDES OF PANEL) SEE DWG P-OB0847 FOR MASTIC APPLICATION ,TIC (025392) - 3/0" :AD OVERLAPS 1' PANLASTIC NOTE DO NOT USE PANLASTIC (025392) IN FLAT AREA OF PANEL STEP 3 SFAI ANT APPI ICATION FLANGE NUT (097190 INPORTANT — CANON IS REQUIRED MT TO 9REAK OFF STUDS WHEN TIGHTENING THE FLANGE NUTS. APPLY PANLASTIC OZ5n2) 3 8- DIA BEAD BEFORE SUCMMIN� PANELS AFE INSTALLED STEP 5 PANEL STRAP INSTALLATION STEP :6] ROOF 5EAM1 PRESS DOWN ON LAPPED EDGE OF PANEL SEAM AND CRIMP UP TIGHTLY BEFORE SEAMING APPLY WEIGHT DOWN ONTO LOCKSEAM MACHINE AS REQUIRED SO THAT MACHINE WILL NOT RAISE UP FROM SEAM AS IT GOES OVER THE PANEL STRAP E V u UU REID MIDDLETON, INC. ERECTION SEQUENCE STEP 1 • PANEL SPLICE TO BE MADE UP COMPLETE, WITH PANEL STRAP AND FLANGE NUTS, BEFORE SEAMING ADJACENT PANELS + PLACE LOWER PANEL INTO POSITION. ENGAGING OUTER EDGE OF PANEL INTO CLIP TABS AS SHOWN ON CMR PANEL INSTALLATION DRAWING P-080225. STEP 2 RAISE EDGE OF PANEL AND PLACE PANEL SPLICE PLATE 560100) UNDER PANEL INSERTING STUDS OF PLATE RU PANEL HOLES. STEP 3 • APPLY TAPE PANLASTIC (042717) OVER STUDS, WORK SEALANT INTO CORNERS AND AROUND STUDS THEN REMOVE PAPER BACKING. THEN APPLY GUN GRADE PANLASTIC (025392) AT CORRUGATION AS SHOWN STEP 4 PLACE UPPER PANEL INTO POSITION - ENGAGING PANEL HOLES WITH THE STUDS. • ENGAGE ROOF CUP TAB OVER UPPER PANEL AFTER IT HAS BEEN LOCATED OVER THE STUDS, STEP 5 • ATTACH PANEL STRAP (5601D1) WITH FLANGE NUTS (097180), PULL STRAP DOWN TIGHT ONTO PANEL SURFACE. CAUTION IS REQUIRED NOT TO BREAK OFF STUD WHEN TIGHTENING, DO NOT USE AN IMPACT TOOL) SPEED WRENCH IS RECOMMENDED. APPLY PANLASTIC AT NOTCH. STEP 6 FP.• SEAM ROOF PANELS AS SHOWN, AFTER END LAPS HCOMPLETED. • IF AFTER ALL PANELS ARE SEAMED, A REPAIR OF A OC I BROKEN STUD 15 REQUIRED, DRILL OUT (5/16' DIA.) APPLY GUN GRADE PANLASTIC BETWEEN PANEL AND PANEL STRAP, AND INSTALL LOCK —RIVET (096306 GREEN WASHER). City CMR-24 PANEL END LAP S INSTALLATION MA'S" W sacan er cRaP NUNS; 03-03D-01 RRsrRE1tAg om E;E—m mm B P- 080212 01 01 21 10 O1 23 14 s • 2 2015 Tukwila 3 DIVISION RIDGE gM. RUDF I PAN 3 3/4' OVERHANG cAw�'Y ROOF i OR OVERHANG ° PANEL 3 3/4 S 3/4° 16A51C BUILDING RUINING 15 ` I 1" ROOF 3�4 1° PANEL ROOF PANEL 1� Z—PURUN I Z—PURUN J I 6 3/16° 2 1 /4- \— J I 2 1/4- TRUSS ' 7 41 LOW EAVE TRU55 RIDGE HIGH EAVE M�v18�R -%0117 BUILDING N OR I OP CODE 12 I I, • NOM. NOTCH Typ/ N s 560104 CODE 14 1N 7° 560116 BUILDING OR 4I 4 P CODE 13 END LAP__SPL:I.CE NOM. 6' NOTCH .5 �TYP) ---� ' 569119 . CAONOPY DVERHANG . �• I I OP CODE 14 II," N OM. X. NOTCH (-ryp) ■ ■ ,. II OP CODE 11 II," �_ I ( OP CODE 16 M R— 24 PANELS 550251 OR an N 560320 OP CODE 17 560587 �605T3�6 mF 5605$5 N 560509 m 8BD588 OP CODE 31 OP CODE 30 OP CODE 29 OP CODE 28 OP CODE 32 UNPUNCHED PANELS NOM, 6' NOTCH NOM, "' NOTCH NOM, 6' NOTCH NOM. fa' NOTCH NOM. 6" NOTCH (TYP)TYP)�(TYP}� (TYP)TYP) ry �6a591 5srQ � mE Sfi0594 W 56D593 � 560592 � OP CODE 33 OP CODE m OR CODE 34 OP CODE 37 OP CDDE 36 NOTCHED AND UNPUNCHED PANELS MR-24 VARIABLE WIDTH PANELS NOTE. MR-24 VARIABLE WIDTH PANELS ARE UNPUNCHED, SEE DWG_ P-080876 FOR FIELD DRILLING REQUIREMENTS_ RIDGE OR HIGH EAVE L9m, FOR HIGH EAVE CONDITION AN ADDITIONAL STARTING PLATFORM IS RECOMMENDED FOR SAFE RE141�VAL OF NO RUNNER VALLEY GUTTER END LAP SPLICE NOTE: THE NUMBER OF SPLICE PANELS MAY VARY IN A RUN DEPENDING ON SIZE OF BUILDING, ALWAYS AL1MNATE SPLICES ON ADJACEN T4 HELP PREVENT WALL STAINING CAUSED BY ROOF RUN—OFF INSTALL EAVE EDGE OF RO€?F TRIM OR OUTIE� PARTS IMMEDIATELY AFTER ROOF PANELS ARE INSTALLED, RIED VIIDDLETON, INC. PANEL SECTION A —A VIEWED FROM LOW EAVE LOW EAVE OR INTERIOR GUTTER OR VALLEY GUTTER NOTE -- WHEN A WX IS ATTACHED TO AN EMSTING BUILDING, THE BUILDING EA EAVE CONDITION BECOMES A FIELD MODIRED END LAP SPLICE WITH UPPI END OF PANEL UNPUNCHED, PI C T O RI A L VI E W EVItl D FOR )E C MPLIANCE ,4PP ZOVED OG 12 2015 City Tukwila BUILDIN DIVISION MR-24 ROOF PANEL IDENTIFICATION awm BY qEB GROUP NUMBER; 42-430—d1 �PV arnc�rwgoetc P-080570 02 01 21 1D CAUTION THE TRIM CUP MUST BE INSTALLED AT THE SAME TIME AS THE GABLE ANGLE OR RAKE CHANNEL BEFORE INSTALLING TRIM CLIP: SEE THE PROPER SECONDARY STRUCTURAL DETAIL DRAWING. NOTE: DIRECTION OF UP ON LOCKSEAM TABS: DETAIL I IMPORTANT NOTES, 1, USE THE OUTER DOWNSLOPE HOLE OR SLOT IN THE TRIM CUP 1 /2" 1 1f 4' FOR THE CONNECTION TO THE EAVE STRUT, 0�6 36) Z. WITH MULTIPLE GUTTER AT THE EAVES MOVE 111E TRIM CLIP UP5LOPE TO. CLEAR THE RUBBER COMWATION CLOSURE IN 111E END CORRUGATION. USE THE CLIP AS A TEMPLATE TO FIELD DRILL (2) 9/16' Ohk HOLES, USE THE TWO OUTER HOLES OR SLOTS A5 A TEMPLATE TO FIELD DRILL THE GABLE A NGL.E f i/OR RAKE LOCKSEAM TAB CHANNEL ATTACH WITH (2) 1/2" x 1 I THIN HEAD SCOTS AND (LST) 1/2" NUTS IN THE TWO OUTER HOLES THE CLIP. 2 PERLI. CLIP. HRU BOTTOM OF SLOT. NOTE: DIRECTION OF UP - ON LOCKSEAM TABS, 2�ER M TAB P CLIP, INSTALL THRU BOTTOM OF SLOT. i Y Y UND DOWN AFTER TAM IB 1\I MI AM' V / 1 2 X 1 1 4 THIN HEAD 80LT (Of�6636) AND NUT I (095032) I TAB ORIENTATION AT FEMALE SIDE OF PANEL DETAIL 2 NOTE: DIRECTION OF UP ON LOCKSEAM TABS. BEND DOWN AFTER TAB IS IN PLACE. LOCKSEAM TAB 2`SPER CUP. INSTALL THRU 10TTOM OF SLOT. 1/2 . X 1 1 4" THIN HEAD BOLT 09 6) AND NUT (095032) MR-24 PANEL ENDWALL I 001's IENDWALL MR-24 PANEL — TRIM CUP 630026 INSULATED PURLIN 560093 UNINSULATED PURUN DETAIL 4 TYP. AT OVERHANG BEND DOWN AFTER TAB 15 IN PLACE r MR-24 PANEL "I, .,EAVE STRUT OR J EXTENSIGN TRIM ill P (50OI33) INSULATED P:0R� X," / / / UNINSULAltD PUNOR 04 llol DETAIL 1 SEE IMPORTANT DETNL 1 NOTES' DETAIL 2 DETAIL 3 PURUN TRIM CLIP5 NOT USED AT ROOF TO WALL TRANSITION DETAIL 7 D TYP, AT DET I 2 EW S� KU FOR PART NUMBERS AND TAB ORIENTATION SEE DETAILS 2 AND 3. SETBACK AT TRUSS ENDWALL DETAIL 7 (2'-0- SETBACK SHOWN) A L r4'—O' OVERI-IAN G DE TAIL 5�LAME DETAIL 6 NE _ DETAIL 3 DETAL 2 DETAIL 1 I DETAIL 3 AT ALL OUTSIDE CORNERS DETAIL 2 ENONACL j. BUILDING KEY IMPORTANT NOTE LOCKSEAM TABS MUST BE TOGETHER AND CENTERED IN SLOTS OF TRIM CUPS. y J TRi M CU P NOD93 0D26 INSULATED PURLIN L UNINSULATED PURUN � TAB ORIENTATION AT MALE SIDE DF PANEL DETAIL 3 NOTE; FOR PART NUMBERS AND TAB ORIENTATION SEE DETAILS 2 AND 3. ENDWALL OVERHANG DETAIL 4 (4'-0 OVERHANG SHOWN) AME UNE INTERMEDIATE FRAME FOR FURTHER INFORK C N SAVE STRUT SEE DETAIL 2 OR DETAIL 3 g 1 HIDE BEAM 11 f 9/10" DI A. OVERHANG OVERHANG TERMINATING AT FRAME LINE DETAIL 6 FOR TAB ORIENTATION SEE DETAIL 3. HOLE 9/le DIA. SIDEWALL OVERHANG BEAM A TRIM CLIPS REQUIRED ON SIDEWALL OVERHANG BEAMS DETAIL 5 PURUN OR EAVE STRU' PANEL CORRUGATION, OVERHANG BEAM AND RIGID FRAME. / OVERHANG BEAM ;]""- RIGID FRAME SECTION A —A INSERT PANEL CUP PANEL CLIP ADAPTER f j ADAPTER (543130) THRU HOLES AND USE A PANEL CLIP ADAPTER AT THE ENDS OF PURLINS BEND TABS AWAY OR EAVE STRUTS WHERE A PANEL CUP OR PANEL FROM SPLICE. EAVE ATTACHMENT MUST BE MAT— m REVIEWEE FOR CODE COMF JANCE APPRONED OCT 0 2 t015 City of TU ila BUILDING VISION MR-24 TRIM CLIP LOCKSEAM TAB AND PANEL CLIP ADAPTER INSTL. DRA" of cmv n vT CROUP NUNI£R; 02-03D-02 JPV BdF aT REIEAQ DATE RCVMM DATE g P — 0 80 5 72 102 01 /21 /10 01 /23 /14 ,j WARNING DO NOT WALK ON INTEM OR RIDGE TRIM. INTERIOR RIDGE TRIM INSTALL BEFORE PUTTING DOWN BLANKET INSULATION. (SEE CHART FOR USA(E) s--RIDGE PURLIN: do7 PURLIN, UPPER LEG OF TRUSS �OR SPANNING MEMBER 10201 wN lot ro IN 41 1 INTERIOR RIDGE TRIM PART NUMBER BUILDING TYPE ROOF SLOPE 7- PURLIN 8 1 /2' PURLIN 1 D- PURLIN 11 1 /2' PURLIN Z-PURLIN 1 4:12 TO < 3 4:12 IRT10C IRT10C IRT1OC IRT10C 3 4:12 TO <-- 2 3 4.12 IRTIOC IRTIOC IRT109 IRT10B > 2 3 4:12 TO < 3 1 2:12 IRTI OC IRT10C IRT100 IRT101) >- 3 1 /2: 12 TO <- 4:12 1 IRT1 OA IRT10A I IRT108 I IRT10B BUILDING TYPE ROOF SLOPE 5' END SEAT 1 4:12 TO < 1 112 IRT10C TRUSS 1 2-12 TO < 1:12 IRT10C 1:12 TO 212 IRT100 RIDGE CONDITION DETAIL 2 FOR E/l{{CH 10' SECT1 N OF TRIM (122') USE (8J SCRUSOLT 097196) (4) PEERRRR SIDE , INSTALL TO AVOID PANEL CUP ATTACHMENT HOLES. ENDING PANEL VARIES 21 TYP. ALL LAPS I NTERI DR RIDGE TRIM INSTALLATION NOTE: ROTATE ENDING PANEL DETAIL 1 ALT:II n� VAPOR 1 /4." TO 1 /2' BARRIER STEP 1 STEW 2 STAPLE ON So To10" CENTERS 8LAN1%L. INSWLA11ON SEALING -JOINTS ALL JOINTS MUST BE STAPLED AS -glQWN TO MINIM VAMR RCTARDER ►N'IlW Y. D E TA I_L _3 DETAIL 3 TYR AT INSUL. SPLICE DETAIL 1 TYP. AT RIDGE RIDGE COVER I OF RIDGE IMPORTANT BEFORE SECURING THE RIDGE COVER, FILL RIDGE CAVITY WITH INSULATION (SCRAPS) SECTION AT {FINISHED RIDGE (REFERENCE ONLY) TAPLE ON 'CENTERS OVER TABS STEP 3 DETAIL 2 TYR AT RIDGE BUILDING KEY SECONDARY 1RUCTURAL Z-PURLIN HOWN) — DETAIL 4 TYP. STARTING PANEL DETAIL_ S TYP. AT SIDEWALL EAVE STRUCTURAL WALL INSULA11ON CUT FLUSH WITH flD E �r w D 11 E m : F-, REID MIDDLETON, INC. EAVE STRUCTURAL WALL PANEL MAINTAIN ALL INSULATION JOINTS FOR EASY ACCESS FROM LAST INSTALLED PANEL FOR STAPLING JDINTS. (WITHIN 1 -O' MAXIMUM) RS�qQ�� LAP A SEGMENT OF INSULATION OVER ROOF INSULATION BEFORE INSTALLING ENDWALL OR GABLE TRIM. MR-24 PANEL JOIST LOCATION DETAIL 4 ALLOW INSULATION TO HANO APPROXIMATELY V PEEL OFF EXCESS INSULATION. DO NOT USE OVER 2' THICK AT EAVE STRUCTURAL OR BEHIND CAP FLASHING_ EAVE CONDITION FOR SINGLE SLOPE BUILDINGS HIGH EAVE CONDITION IS SIMILAR DETAIL 5 CODE( AP OCT City c BUILDIh MR-24/CMR-24 BLANKET INSULATION AND INTERIOR RIDGE TRIM INSTALLATION °RAWN BY OEM fff GROUP NUMBER; 02-032-01 ACM RKH 2R01AX OM IMMA� 11P- 080573 01 3 :D FOR PLIANCE 2015 'ukwila DIVISION BUILDING _KEY +NOTE MR-24 CUP 66074 560744 OR 60745 MAY BE SUPPLIED WHEN FACTORY MUTUAL CLASSIFICATION IS SPECIFIED. MALE MR-2 UPSL( SIDE SHORT PANEL CLIP (560440 OR *560743) (WITHOUT SPACER BLOCK) BLANKET INSULATION 0"1tIRAI� russ MN OR -BAR .lrrllSt L - .PANNING MEMBER MR-24 PANEL Q�F STEP 1 LOCATE STRUCTURAL FROM THE ADdAaNT MR-24 PANEL LOWS THE STRUCIURAL UNDER TfiE BLANKET INSULATION, TALL PANEL CLIP (560441 OR *560744) (WITH SPACER BLOCK) HOOK PANEL CLIP IABS TEMPORARILY SECURE THE STEP 3 1 OVER•. -t PANEL CUP • POSITION DRIFT DRIFT PIN VPSLOPE — SIDE STEP 2 LOCATE HALE IN STRUCTURAL WITH DRIFT PIN IMPORTANT -NOTE: ALLAYS LOCATE PANEL CLIPS ON THE P5LOPE SIDE OF TRUSS OR DELTA JOIST �I'CLE SLOPE MOUNT CLIP ON ROOF SUPPORT RNUE.j EXTRA TALL PANEL CLIP (k560745) (WITH SPACER BLOCK FOR 6- TO 9- INSULATION) 5' MINIMUM EXTENSION 3/8' SOCKET AWARNING ALWAYS USE FALL PROTECTION WHILE WORKING AROUND ROOF OPENINGS. SCRUBOLT 097196 3/0' X T- OR SHORT AND TALL CLIPS �09977MW3/8' X 2" FOR EXTRA TALL CUP D IV REID MIDIDLETON, INC. IMPORTANT NOTE ALWAYS MAKE SURE TABS ARE CENTERED IN THE MR-24 CLIP AFTER THE CUP IS INSTALLED. REV] -:WED FOR CODE OMPLIANCE �P FLANGE NUTS (00190) -\ PANEL STRAP (550101) SPLICE PLATE (550100) --\ PANEL END LAP SPLICE + PUNCHED AND NOTCHED PANELS ARE FURNISHED WITH LENGTHS CALCULATED FOR END LAP SPLICES TO OCCUR OVER SECONDARY STRUCTURALS. + REFER TO ROOF PANEL LAYOUT DRAWINGS PROVIDED WITH EACH ORDER FOR PROPER PLACEMENT OF STAGGERED END LAP SPICE LOCATIONS, UPPER MR-24 5• 1" IDOWNSLDPEPANEL--,_ -rF: _ FLANGE NUTS (097190) SEALANT PANEL STRAP (560101) PANEL SPLICE --'- PLATE (560100) PANEL CUP SPACER BLOCK SCRUBOLT BLANKET - INSULATION PACER 8 OCK (OPTIONAL) (OPTIONAL)O CK TRUSS 12 1 /4' SEC11 ON A- A -PURLIN 'ANNINC MEMBER 3 B- DIA BEAD C GRADE PANLASTN IMPORTANT; COMPLETELY ASSEMBLE SPLICE BEFORE SEAMING ADJACENT PANELS. STEP 1 - SPLICE PLATE IN-STALLAT1 ON • ATTACH PANEL AT EAVE TO STRUCTURAL MEMBER. • FOR EASE OF INSTALLATION, SPLICE PLATE (560100) CAN EJE TEMPORARILY ATTACHED TO PANEL WITH (2) FLANGE NUTS BEFORE POSITIONING PANEL. CAUTION' DO NOT OVERTIGHTEN {4j FLANGE NUTS FLANGE NUTS OR YOU MAY TWIST 0 7190) OFF THE PROJECTING STUDS /PANEL STRAP � /`L' (560101) UPPER MR-24 PANEL LOWER MR-24 ROOF PANEL LOWER MR-24 PAN EL / STEP 3 - PANEL / STRAP INSTALLATION • POSITION UPPER PANEL INTO N01CHED AREA ON LOWER PANEL WHILE ENGAGING STUDS IN PREPUNCHED HOLES, • HAND HELD WRENCH IS RECOMMENDED TO TIGHTEN FLANGE NUTS DO NOT USE POWER TOOLS.) IF STUDS BREAK, INSTALL A NEW SPLICE PLATE, APPLY GUN GRADE PANLAS11C TO BACK SIDE OF SEMI BEFORE SUCCEEDING PANELS ARE INSTALLED. 3/Ou DIA BEAD OF GUN GRADE PANLASI'IC�025392) OVERLAP TAPE PANLASTIC AS SHOWN, DO OT USE GUN GRADE PANL.ASITC IN CENTER FLAT AREA OF PAN ELT SEE DWG P-O80B47 FOR MASTIC APPLICATION LOWER MR-24. PANEL 1/8' X 1' TAPE PANLASIIC (042717) DIRECTLY OVER STUDS AND UP SIDES OF CORRUGATION TO HORIZONTAL SURFACE, 00 NOT LAP TAPE OVER TOP OF OORRUOA114N, WORK SEALANT INTO CORNERS AND AROUND STUDS, THEN REMOVE PAPER BACKING, SEE DWO, P-080847 FOR MASTIC APPLICATION, STEP 2 - SEALANT APPLICATION PRESS DOWN ON SEAM AND CRIMP LIP, PANELS CAN BE HELD IN PLACE WITH VICE GRIPS. SS DOWN ON THE SEAMING MACHINE REQUIRED) TO KEEP IT FROM RAISING AS IT NOES OVER THE PANEL STRAPS. STEP 4 - SEAMING OPERATION INSPECT EACH END LAP SPLICE FOR PROPER FIT AND WEATHER TIGHTNESS. IF REPAIR OF A STUD IS REQUIRED AFTER PANELS HAVE BEEN SEAMED, DRILL STUD OUT WITH 5/16 DIA BIT, APPLY GUN GRADE PANLASTIC BETWEEN PANEL AND PANEL STRAP THEN INSTALL GREEN WASHER LO RIV EV (096306) (00 NOT ANCHOR TO SECONDARY STRUCTURAL). If CODE C APP Eli[IEM[IL' r �y r_P REID MIDDLETON, INC. ,D FOR PLIANCE IVED 2015 DIVISION O (6) SCRUBOLT (G97196} 4 PANEL CLOSURE (CLP2j INSTALL AFTER LOCKSEAM PLUGS AND TAPE PANLASTIC O3 IMPORTANT HAVE BEEN INSTALLED. ADDITIONAL TUBE PANLASTIC FOAM (025392) REQUIRED AT THIS SEALANT LOCATION. EXTEND ACROSS (560185j CLOSURE AND ONTO TAPE PANLAS�c� 1 8' X 1' TAPE PANLASTIC MR-24 PANEL SEAM BEFORE INSTALLING CLOSURE COMPONENTS -% ®ALIGN CLOSURE AND FI PUNCH HOLE IN PANEL, DFTAII 1 O¢ CLOSURE REINFORCING STRAP (560008) (b27893) CONTINUOUS OVER PANEL AND LOCKSEAM PLUGS (CENTER OVER HOLES AND LOCKSEAM PLUGS) (027893) CONTINUCUS OVER PANEL AND LOCKSEAM PLUGS (CENTER OVER HOLES AND LOCKSEAM PLUGS) PAN EL CLOWRE (CLP2) 1 LOCKSEAM PLUG 4 (560150} INSTALL FULLY INTO END OF CORRUGATION AND OFILL WITH TUBE PANLASTIC (025392) UNTIL IT FLOWS OUT AT OPPOSITE END AFTER CLOSURE IS INSTALLED, INSTALL RETAINER TO CLOSURE WITH GRE N ?ER LOOKRIVET (096306� 1'-0' O.C. APPLY 1 /8- X 1' TAPE PANLASTIC OVER GAP AT RETAINER BUTT JOINT SLOT (ENTER FOAM SEALANT ON TOP OF PANEL CLOSURE AND OVER RETAINER SLOTS DETAIL 2 AND RETAINER. SEE DETAIL 2 RETAINER (560156) �m� 'b ALWAYS RLL RIDGE CAVITY WITH INSULATION (SCRAPS) TO PREVENT CONDENSATION FROM OCCURINC, DETAIL 3 PLACE ONE SIDE OF RIDGE COVER INTO — RETAINER AND SECURE IMTN LOCKRIVETS. NEXT FLEX OPPOSITE SIDE OF COVER DOWN INTO OPPOSITE RETAI ER AND SECURE WITH L(SEE DETAIL 3) GREEN WASHER LOCK -RIVET 096306) O.C. I I ,,� LI F-1 &I .wj I Lplo Fill lim im 11 GIVER 0320) 2' LAP OUTSIDE SURFACE 7 I ' �0BE PANLASTIC 25392) 1 /8' X 1' TAPE PANLASTIC .U27893) CENTER OVER SLOTS) SLOTS MUST BE AT DETAIL 4 UNDERSIDE OF LAP REEN WASHER LOCKRIVET )?1096306)3 PER SPLICE `RIDGE COVER ENDLAP SPLICE (SEE DETAIL 4) RIDGF CVFR AND '_;PI ICF INSTAI I ATInm WUKK hKUM UNh LNL] IU ME UIHtK USED WHEN RIDGE IS INSTALLED BEFORE ENDWALL TRIM USED WHEN RIDGE IS INSTALLED AFTER ENDWALL TRIM PANEL CLOSURE AND RETAINER INSTALLATION * 11 1 2 /AN RIDGE OPENING SECTION VIEW * DIMENSIONS SHOWN ARE FOR FIR D VERIFICATION AND WILL VARY DUE TO TEMPERATURE. VARIES BETWEEN 5' AND S 1 /2' F' EID MIDDLETON, INC. I (RC20) (560158) PLUG REVIEW D FOR CODE COD PiIANCE APPR IVED OCI 0 2015 MR-24 RIDGE INSTALLATION ACM I RMC city of kkwila ILDHIG IVISION GROUP NUMBER; 02-032-01 IMPORTANT 1/8X1'PANLAS110(042717) S NOT TO EXTEND ABOVE THIS SURFACE (TYPICAL BOTH SIDES or PANEL) NOTE: IF SEALANT IS STRETCHED, CUT FLUSH WITH UTILITY IQVFE. 71I" TAPE PANLAS11C TORY CUT TO LENGTH) MR-24 LOWER SPLICE PANEL CTPP 1 APPLY TAPE PANLASTIC OVER SPLICE PLATE S1V0 QEN I RING TAPE DIRECTLY OVER THE STUDS. D 4 N 0 T REMOVE PARTING PAPER UNTIL TAPE IS IN PLACE ON THE PANEL (IF PAPER IS REMOVED PRIOR TO TAPE INSTALLATION TAPE WILL STRETCH TO IMPROPER LENGTH). MPALE THE TAPE PANLASTIC ON M THE STUDSAND WM THE PANLASTIC INTD THE CORNERS AND AROUND 1HE STUDS. I M P 0 R T A N T_ START AND STOP TAPE PANLASTIC AT TOP OF CORRUGATION. MR-24 UPPER SPLICE PANEL 6JRG DE NLASS11i LOCATE ALONG NOTC MR-24 LOWER SPLICE PANEL STEP 4 AFTER UPPER SPLICE PANEL IS INSTALLED APPLY 3/6' DIAL BEAD OF GUNGRADE PANLASTIC TO THE BACK SIDE OF NOTCH AS SHOWN, BEFORE NSTALLING THE NEXT ROOF PANEL, 1/8 X 1- TAPE PANLASTIC REMOVE PARTING PAPER STEP 2 AFTER TAPE PANLASTIC 15 PROPERLY IN PLACE PEEL Bit PARTING PAPER TAKING CAPE NOT TID DMQM MASTC) AND DISCARD, o RoE- 3/8" DIA. BEAD OF NGRADE PANLA511C (025392 (OVERLAPPING TAPE PANL.ASTIO� Vs s 1 MR-24 LOWER SPLICE PANEL PANELING DIRECTION UPID -� a ALONG NOTCH OF SPLICE PANEL. APPLY CUNMADE PANLASTIC OVERLAPPINO TAPE PANLASTIC, AS SHOWN, D D N 0 T APPLY IN CENTER FLAT OF PANEL WHEN THE PANLAS11C AND FLANGE NUTS ARE NSTALLED CIRRECTLY, THE MASTIC %ILL FLOW TO 0 OF THE MIN NIZINC AINEL VYY VOIS (AFTER A STEP 5 FINAL INSPECTION: MASTIC THAT 15 PROPERLY INSTALLED WILL FLOW TOWARD THE PANEL END MINIMIZING ANY VOID BETWEEN THE PANELS. DdE REVS CODE C 'APF REID City BUILDI M R-24/CMR-24 MASTIC APPLICATION AT PANEL SPLICE RA" mer GROUP NUNBER; 02-03D-01 ACM RMC ItSEAZ OATS MYSM NX g P- 080847 JOD 21 1D Dt 21 10 ;D FOR PLIANCE 2 2015 Tukwila DIVISION nu1.1- Ham TO HpLt Ham£ Tt� NpLE SpU4`� PANS RIDGE 9 A p WX 5 3 �+ 1 10 4 Olf- s� H01� D�ANG � i 1/4. 10 HOB gpUCE PANE" 3 3 �rAll, 2 L pET�I I EAVE PANEL VE PAN4' 1 E110- Z �DG£ pURUN SPA f� puRUN cA��LA�ON 9 OR 5 $££ pwG. P,�SLQ 0 i sN BASIC BUILDING WITH RIDGE Hp� TO HOLE HOLE TO HO1E H1GN EAR PANE- N{X,E 10 HOL£ 5PUC6 9 04£L DETW� 2 �� p Ar1Eu DETr�E h HIGH SIOE IN � A� OAu�LA114N5 ZR O i OETA11_ 1 OR 5 S£E 1)WGP' NOTE: THE NUMBER OF UPSLOPE AND DOWNSLOPE PURLINS DEPENDS sw UPON THE ROOF SLOPE, THE ROOF PANEL TYPE AND MATERIAL, AND THE LOADING CONDITIONS, SINGLE SLOPE BUILDING H0� 10 ptf .I1ER vA�ti$ SRO£ P SEC .nt) 1 ,-EWE PpNEI AIL Z s T pR 8 w pE CALL + 00 SEE 0�' P Du1,A1CONS vog tPURLIN CAL MULTIPLE GUTTER CONDITION HIGH SIDE HIGH SIDE EXISTING ' ROOF ' i I I HIGH SIDE ATTACHING TO EXISTING BLDG. PERPENDICULAR TRANS. SAME SLOPE - (SEE DING P-00188) AT HIGH SIDE '-3 3/4' 11-1/2" 1 OF RIDGE �f- �0� IDGE COVER -RETAINER RIDGE PANEL SETBACK DIM. TABLE SLOPE ROOF SURFACE WIDTH # < 101T 1O0' < 15U' 15d S 1 2• 12 3-7 16' 3-1/4" 3-1 16' S 1:12 3-3 8 3-3 16 3' 1-1 2;12 3-1/4' 3-1 16 2-7 8 s 2:12 3-1 16 2-7 e 2-11I16 S 2 1 212 2-15 16 2-3 4 2-9 16 < 3:12 2-3 4 2-8 16 2-3 8 S 3-1 212 2-5 8 2-7 16 2-1 4 S 4:12 2-3TB-"— 2-3 1 fi Z' > 4:12 27 F4 2-1 16 1-7 8 * ROOF SURFACE WIDTH IS HORIZONTAL STRUCTURAL WIDTH UNDER ONE R" SLOPE (INCLUDING ANY WX). THIS DIMENSION DOES NOT INCLUDE ANY CANOPY, OVERHANG OR EAVE/RIDGE ADJUSTMENT. 4* VARIES BETWEEN 5" AND 8-1/2' DETAIL 3 1 RIDGE OPENING NOTES:- 1. THE HOLE TD HOLE AND LTC HOLE DIMENSION SHOULD BE DETERMINED FROM THE ROOF STRUCTURAL CALCULATOR DWG, P-7.RSLO BEFORE PROCEEDING TO THIS DRAWING. ADD PANEL MATERIAL SHOWN IN APPROPRIATE DETAILS TO DIMENSIONS DETERMINED FROM P-ZRSLO TO ARRIVE AT ROOF PANEL LENGTHS. 2. FOR MR--24 AND CMR--24 PANEL PART NUMBER SEE DWG. P-080570, 3. FOR MR-24 AND CMR-24 UTE4PANL SEE DWG. P-081659. 4. FOR BUILDINGS WITH ROOF SLOPES OF 3:12 AND GREATER AND 4° THERMAWALL SIDEWALL, THE EAVE PANEL MUST 8E EXTENDm 1". PANEL WITH NO EAVE STRUT PUNCHING IS REQUIRF.O. EAVE TO RIDGE -OPERATION CODE = 11 EAVE TO SPLICE -OPERATION CODE - RH-10/LH-20 %00 tq T SW DETAIL 1 MR-24 LOW EAVE HOLR 1a . BA�C g�G• Np>,61� N�6 5 4 RH�G —A TO µ fll£ HpL£ 1 EAVE PANEL SPLICE PANEL ,� ':: T NOLE0 SPLICE PANEL OR RIDGE PANEL DETAIL 2 1 INTERMEDIATE SPLICE HALE 1p hvW Nyp V1X 5 3 s Hod 10 N61� 0npy EAVE PANEL - SEE NOTE: 3 HIGH SIDE SEE NOTE 3 SW DETAIL 4 HIGH SIDE SAVE DETAIL 5 CMR-24 LOW SAVE Ii HOLE IN GUTTER I HOLE IN GUTTER �� P GUTTER ARAPET {�.) IiO1.E HOLE WALL 1" NpLE 10 HffLC GUTTER DETAIL 9 (FIELD I DETAIL 9 Ld SW 4 i Ifi78' DETAIL 6 HOLE IN GUTTER GUTTEI REID MIDDLETON, INC. DETAIL 7 tGUTTER I r DETAIL B pIM. N 1q �01� 1r USE P/ 1" END OR UNI SAVE STWI ;D FOR PLIANCE OCT 1b 2 2015 ' City cf Tukwila �UILDI DIVISION MR-24 AND CMR-24 ROOF PANEL CALC FOR Z P URU NS MAVN dr sr GROUP NUNSM; 02-03D-02 JPV 8JF mrgay om ' 'm'm B P-080949 03 01 21 1D D1 11 12 ICATEGORY1 DRAWING TITLE I DWG. NO, I CATEGORY I DRAWING TITLE I DIG. NO, I CATEGORY I DRAWING TITLE I DWG. NO. I CATEGORY I DRAWING TITLE I DWG. NO. ROOF MR-24. ROOF SYSTEM ERECTION MANUAL P-DO4797 TRIM WIDE GUTTER, ASSBLY, AND CCMP'NIS. P-080082 TRANSI- WALL PNL CALL. (ROOF TO WALL TRANS.) P-D80B18 PANELING MR-24 WIDTH ADDITION TO EXISTING BLDG. .MAXIMUM_ bD FL SAME 5LOEE P-080188 WIDE GUTTER INSTALLATION P-08D066 T10N5 FLEXIBLE SEAL INSTALLATION P-081525 MR-24 ROOF PANEL IDENTIFICATION P-080570 WIDE GUTTER WITH WEATMERSEAL P-080089 SUPPORT MEMBER INSTALL (STEPPED ROOF) P-001526 P LIPM TWC. LOCKSEAM TAB AND P-DBO-572 MR/CMR-24 WEATHERSEAL FOR LOCAL TRIM P-080M STEPPED ROOF FLASH'G INSTALLATION P-061528 MR-24 PANEL INSTALLATION P-DO0575 CMR-24 EAVE PNL CLOTRE Lock TRIM P-080378 END COVER INSTALLA11ON PERP. ROOF :�4NSIJION P-081530 MR-24 PANEL CLIP INSTALLATION P-D80576 MR/CMR-24 RIDGE TRANSITION AND EXTENSION P-080583 PARACMRU EL [HANS AND UN-VPTINSUA PURUN INSTALLNQLE MR-24 P-081531 MR-24 END LAP SPUCE P-080577 MR/CMR-24 DRIP ANGLE INSTALL P-480720 SHORT PARALLEL TRANSITION PANEL INSTALLATION P-D81532 MR-24- RIDGE INSTALLATION P-OB0578 MR/CMR-24 WEAMR5E01. FOR LOCAL TRIM P-CY80802 PARALLEL TRAN UPT ANGLE INSTALL INSULATED PURUN P-001534 MR/0MR-24 HAND S AMER INSTRUOTIONS P-DE060D GABLE TRIM AND WALL ADAPTER INSTALLATION WITH RIM ASSEMBLY P-01167TALL PARALLEL TRANSITION P-081535 MR/CMR-24 VALLEY FLASH, PNL PREP. P-000783 NARROW GUTTER TO GABLE TRIM P-081235 COUN PERP TRANS. SHORT AND TALL TER FLASHING INSTALLAMON P-081537 MR/CMR-24 VALLEY FLASH. PARTS INSTALL P-080784INSTAJAIDOU _ '_ P-081230 L&E610dq;, 0TUTRItS8QaA110N P-D81539 MR/CMR=24 VALLEY FLASH. DETAILS P-DO0785 EAVE TRIM INSTALLATION P-081239 PANALLLL IV RP, INSIDE CORNER CORRUGATION P-081541 MR/CMR-24 HIP RIDGE PNL, PREP, P-000788 WIDE GUTTER, CORNER TRIM AND P-D81240 RIDGE TO WALL SHORT TRANS (W/0 CORR.) P-DB1546 MR/CMR-24 HIP RIDGE PARTS INSTALL. P-080787 WIDE GUTTER SEALANTAND SUPPORT -CHANNEL -INS18"71CIA P-081241 RIDGE TO WALL SHORT TRANS (W/CORR.) P-001547 MR/CMR-24 HIP RIDGE DETAILS P-DH0788 RIDGE END C UN WITH RIDGE AS 1 .Y P-0$1243 RIDGE TO WALL TALL TRANS. (W/0 CORR.) P-081548 MR-24. HS EAVE CUP AND PNL CLIP REQMT. P-080709INSUE CORNER TRIM INSIALLATION P-�1244 RIDGE TO WALL TALL TRANS, (W/CORR.) P-081549 MR/CMR-24 MAS11C APPUCATION P-000847 VWDE GUTTER INSIDE CORNERS P-081240 INSIDE 0L TO PFRP. OE CORNER WIITION CORR.P-D81552 TH MR/eMR-24 VARIABLE WIDTH PANELS P-080876 VARIABLE WALL ADAPTER INSTALLATION P-081259 INSIDE OUTSIDE CORNER WITHOUT CORR. P-D81553 MR / CMR-24 CORR. END DEFLECTOR P-OB091B REINFMCIRD CUP HIGH WIND LOAD APPWCATION P-081535. END COVER INSTALLATION SIPPED R OF (WITH SUPPORT MBR.) P-OB1554 CMR-24 SEAM REINFORCING CUP ASSBLY. P-000951 NARROW GUTTER ASSEMBLY P-103223 PERPENDICULAR R TO W TRANSITION - NTH SOLID WALL P-061%4 MR-CMR-244 ROOF WITHOUT F40GE P-051257 MR/CMR-24 GUTTER EXPANSION JOINT P-103315 PERPENDICULAR R TO W 'TRANSITION P-D81%8 MR-24 SUB PURUN INSTALLATION P-OI31598 BIRD STOP INSTALL. - GABLE TRIM P-104542 PERPENDICULAR TRANSITION SHORT PERP. FLASHING INSTALLATION P-081572 MR-24 SEAMER PLATFORM ASS'Y AND USAGE P-081616 SOFFIT TRIM DETAILS P-104544 PERPENDICULAR TRANSITION WITH OPEN WALL P-D81573 MR-24 REPAIR CLIP INSTALLATION P-051660 ERNE RIB P INSTALLATION P_104549 AR S TlON INS P-001613 MR-24./CMR-24. PANEL CLOSURE INSTALL P-103247 NARROW GUTTER INSTALL W/0 WEATHERSEAL P-104713 PARALLEL TRANSITION INSTALLATION p-081614 MR-24 ENDWALL EXI/ROOF REPLACEMENT P-105528 NARROW GUTTER INSTALL W/WEATHERSEAL P-104714 CORRUCATION IQ GENERAL INFO AND CUR INSTALL 1 5 P-061075 MR-24/CMR-24 PANEL CLOSURE INSTALL P-105634 SAVE CLOSURE INSTALLATION P-105019SEAMING CORRUGAflON TRANSITION INSTALLATION OPERAJ-10N -2 OF 5 P-081676 MR-24 SINGLE PANEL REPAIR P-107656 OPTIONAL WALL CLOSURES P-1055998 CORRUGATION TRANSITION INSTALLATION P-D81677 MR-24 CMR-24 PANEL REPAIR CAP INSTALL. / P-107557 CONDUCTOR PIPE INSTALLATION AND DETAILS P-08Q091 CORRUGATION ET TRANSITIONF5 INSTALLATION SPECIFIC DETAILS 4 OF 5 P-081678 - - ANEL AND OFT.MR-24 P-107743 CONDUC- COLLECTOR BOX INSTALL, -NARROW GU TIER P-103225 RIDGE AND PERP. TRANS 5 OF 5 p-D81678 MUL11PL.E PANEL REPAIR P-107744 TOR CONDUCTOR PIPE INSTALLATION P-105224 PERPENDICULAR TRANSITION MEMBRANE ROOF To ME'AL ROOF P-081574 MR-24 MULTIPLE PANEL REPAIR P-107745 PIPE CONDUCTOR PIPE DETAILS P-105225 MEMBRANE PARALLEL TRANSITION -MEMBRANEROOF 10-METAL ROOF P-081575 ILLS. WITH MR/CMR-24 ROOF PANEL CALCULATOR P-081113 CONDUCTOR PIPE DETAILS P-105228 INTERIOR GUTTER CORNER INSTALLATION ROOF TO WALL P-000189 TRUSS ROOF STRUCTl1RALS FOR ROOF PNL OALC, M-149099 INTERIORINTERIOR GUTTER PAR. TO INSIDE CORNER P-001543 ILLS. WITH MR/CMR ROOF PANEL CALCULATOR P-080949 GUTTERS GU P R 151DE CORNER p-081545 Z-PURUN ROOF STRUCTURALS FOR ROOF PANEL CALCULATIONS P_ZRSLD PARALLEL TO PARAPET GUTTER WITH AND WITHOUT CORRUGATION P-081550 T 0 All FTER P-081551 MULT. GUTTER STOP FLASHING P-105525 MULT CUTTER CABLE TRIM P-105526 MULT. GUTTER EXPANSION JOINT P-105533 MULT. GUTTER SPECIAL APPUCATIONS P-1 D5534 WELD PROCEDURES FOR SS GUTTERS P-105846 SUGGESTED FIELD FABPoCA11ON COLLECTOR BOX AND SCREEN P-107134 NOTES. 1, THE ABOVE DRAWINGS PERTAIN TO WIDESPAN BUILDINGS WITH Z-PURUN AND/OR TRUSS FOR THE ROOF SECONDARY. THESE BUILDING HAVE EAVE STRUTS (OR AN EQUIVALENT MEMBER), GABLE ANGLES OR RAKE CHANNNE.S AT TKE BUILDING STRUCTURE LINE:, AT STANDARD LOCATIONS, FOR PANEL AND TRIM SUPPORT, THIS INDEX DRAWING IDENTIFIES THE ROOF PANEL, TRIM AND ACCESSORY DRAWINGS ASSOCIATED WITW THIS BUILDING. 2. ONLY THOSE DRAWINGS REQUIRED ON A SPECIFIC BUILDING SPACER BLOCK INSTALLATION ROOF — 5KY-WEB PRODUCT DETAILS ACCE5- SKY-WEB INSTALL. ON BLDG. STRUCT. SORIES SKY -WEB ATTACHMENT DETAILS SKY -WEB ASSW.BLY DAMAGE IFCURB INSTALLATION PROCEDURES IFCURB INSTALLATION PROCEDURES INVERTER PLATE AND CURB INSTALLA WAIT — muam.� IFCURS INSTALLATION CARRY BEAMS — NO PURUN CUTTING LITE"PANL PLACEMENT UNINSULATED UTE*PANL-U NINSULATED INSULATED UTE4PANL FOR UNINSULATED UTE+PANL-INSULATED PURLIN INSULATED UTEIIPANL-INSULATED PURUN LI7EAPANL REPLACEMENT - DRAWING 1 OF 1 RIDGE VENTILATOR DETAILS RIDGE VENTILATOR PREPARATION DETAILS RIDGE VENTILATOR INSTALLATION CONTINUOUS NDGE VENTILATOR INSTALL P-080574 P-080940 P-080941 P-080942 P-080950 P-081153 P-081154 P-081654 P-081655 P-081656 P-081657 P-081658 P-001059 P-081660 P-061561 P-081662 P-081663 P-081664 P-081665 P-081666 P-081667 P-081651 P-107651 P-107552 P-107553 P-107559 mrq _N REID MIDDLETON, I1\1C. REVf WEED FOR CODE OMPLIANCE A LOVED OU 0 2 2015 City of Tukwila DIVISION eW"NG MR-24 ERECTION DRAWING IND— w'N BY cmm er GROUP NUMBER; 02-030-02 RRN RSS MEM DATE ^E DAM B P - 081111 04 ,- SINGLE SLOPE BUILDINGS 1. ALIGN END OF GABLE TRIM AND WALL ADAPTER WITH END OF ROOF PANEL Z. INSTALL BUTLER NAME PLATE (83(M3) AT MID SLOPE WITH (2) 1 /4-14 X 3/4" T-30 TORX 5DS (097364). _— AUGN END OF GABLE TRIM AND WALL ADAPTER WITH END OF ROOF PANEL, FIELD WORK WALL ADAPTER TO ATTACH TD CORNER TRIMS. GABLE TRIM AND WALL ADAPTER -GENERAL i BUILDING SEAM ROOF PANEL TO 1 MR-24 ROOF PANEL to vnnninv r—wic-r� rvn RIDGE END COVER INSTALLATION GABLE TRIM AND WALL ADAPTER AT RIDGE DOUBLE SLOPE BUILDINGS PARTS SCHEDULE WALL ADAPTER smawwwwo GABLE TRIM LEFT SLOPE RIGHT SLOPE WALL PANEL PART NUMBER LENGTH LENGTH PART NO. PART NO, mswm NON-BMC WALL (SEE DWG, P-081269) VWA10 BUTLEF49 it SHADOWALrM WA1pATHE NTEA2 AWLLAD TEXlUREWL' 10*-4 1/2' MRGT20L MRG72OR 207-6 7/$' THERMAWALL AND TEXTUREWALL (2 1/2" AND r) WA108 OOPEN VERHANG CANOPY THERMAWALL AND TEXTURE:WALL (4� WA1QC GABLE TRIM AND WALL ADAPTERS FURNISHED TO LENGTH 5HDWN IN PARTS SCHEDULE, FIELD CUT TO LENGTH REQUIRED. Vd4-14 X 3/4" T-30 TORX 15(007364) —,,_ NOTCH BOTTOM PORTION OF CORNER TRIM AS REQUIRED TO CLEAR WALL PANEL OV43)""m ti. L—WALL CORNER TRIM GABLE TRIM AND WALL ADAPTER SUPS OVER AND AROUND CORNER TRIM. GABLE TRIM TO CORNER TRIM ATTACH WALL ADAPTER WITH 1/4-14 X 3/4- T-30 TORX SOS (097364) Y-0' O.C. -, DOWN SLOPE WALL �aP ADAPTER-\ FASTENER GROOVE DOWN. SLOPE GABLE TRIM 2 UP SLOPE ENDS OF GABLE TRIM ARE NOTCkiEO, AND SVVEOGEO. —� 3* UP SLOPE WALL ADAPTER — WALL ADAPTER SPLICE r I UP SLOPE GABLE TRIM SECURE GABLE TRIM SPLICE WITH (J) �697364)X 3/ T-30 TORX SDS SUP UP SLOPE GABLE TRIM OVER DOWN SLOPE GABLE TRIM, GABLE TRIM SPLICE w� GABLE TRIM AND WALL ADAPTER SPLICE ' I 1 i I � 1 1 I i EW lGABLE TRIM (SEE SCHEDULE) 1/4-14 X 3/4" T-30 TORX 5DS (D97364) 27LO D.C. WALL ADAPTER (SEE SCHEDULE) WALL PANEL INSULATED WALL PANEL WALL ADAPTER —URETHANE SEALANT HW54-) CONTINUOUS BY PANEL SUPPLIER) PANEL CLOSURE (7607UGR) FOR FLUTM PANEL ONLY (BY PANEL SUPPLIER) IHERMAWAL.L AND TEXTUREWAL.L GABLE TRIM AND WALL ADAPTER ASSEMBLY ERECTION SEQUENCE: 1, SNAP CHALK LINE ON FACE OF WALL PANEL AT 5' DIMENSION SHOWN ALCOVE. 2, ATTACH WALL ADAPTER TO WALL PANEL, AUGNING HORIZONTAL LEG WITH CHALK UNE, LOCATE TORX FASTENERS AT FASTENER GROOVE IN WALL ADAPTER, 3. ENGAGE GABLE TRIM CORRUGATION TO ROOF PANEL CORRUGATION. ENGAGE LOWER LEG DF GABLE TRIM INTO WALL ADAPTER, USING HAND PRESSURE, SNAP GABLE TRIM INTO WALL ADAPTER. VISUALLY CHECK TO ASSURE GABLE TRIM IS FULLY ENGAGED INTO WALL ADAPTER, 4. SEAM GABLE TRIM TO ROOF PANEL NOTES: 1. SEE ERECTION DRAWING P-081635 IF HIGH WIND GABLE TRIM CLIPS ARE REWIRED. 2. BUILDINGS WITH WIDTH EXTENSION AND CANOPY TRANSI11ON THAT IMPOSES SLOPE CHANGE, FIELD MITER GABLE TRIM AND ADAPTER FOR SMD01H FIT UP. 3 SEE DRAWING P—DE1243 FOR END F40GE COVER INSTALLATION. REID MIDDLETON, INC. /IEWED FOR COMPLIANCE PPROVED I 0 2 2015 iy of Tukwila BUI ING DIVISION MR-24/CMR-24 GABLE TRIM AND WALL ADAPTOR INSTALL WITH RIDGE ASSEMBL "VN BY 2511 m GROUP NUMBER! 07— OM-02 ACM RHE IM MEAM VAT �� g P- 08116 7 03 m An /�n .1 /2 /� � SPLICE RETAINER (SRI ) r GOLD WASHER t_1 LOCK—RIVET (096583) END COVER (560173) FIELD CUT AS SHOWN RETANER STRfP 560181 TYPICA EACH SIDE) END COVER MODIFICATION I COLDWASHER (98583)) (3) ROEQUIRED - SPLICE RETAINER (SRI) RIDGE COVER s (Rc2o) RIDGE END COW RETAINER STRIP (5130181) (TYPICAL EACH SIDE FASTEN WITH COLD 4SHER LOCK —RIVET (096583) (3 REQUIRED) —\ kl d d RETAINER (560444.) IS MULTI —PUNCHED FOR THUS AND REVERSE APPLICATION. FIELD DRILL 3 16 0 HOLES AND INSTALLLOCK-RIVETS ONLY WHERE INDICATED, PANEL CLOSURE (CL32) TAPE PANLASTIC TUBE PANLASTIC FASTENER OM, INSTALL END OVER RETAINER STRIP WITH GOLD WASHER LOCK —RIVET 096563), (A) REQUIRED, FIELD DRILL /16 o HOLE 1HRU OVER WHERE REQUIR® USING HOLES IN RETAINERS AS A TEMPLATE APPLY TAPE PANLASTIG f�027893 CONTINUOUSLY TO END OF CA TRIM AND ADAPTER AS SHOWN— U5E ( S.D S END ( RETAINER (560156) (SEE DETAIL 1) FOAM SEALANT (560185) �- TAPE PANLASTIC (027893) RETAINER (5601 * Irrr nrr �t 'RIDGE END COVER ASSEMBLY". 1/4-143/4 TORX T-30 97384) TO ATTACH -RIDGE ASSEMBLY' TO WALL PANE GABLE TRIM No GABLE TRIM INUNE WITH ROOF PANEL LOCKSEAM PLUG (n60158) APPLY FOIL BACKED MASTIC (541063) OVER GAP IN RIDG END COVER ASSEMBLY R I D G E E N D C O V E R C O M P O N E N T S MR-24 RIDGE END TOP TRIM ILA Oocri TUBE PANLASTIC (025392) RIDGE END COVER (560173) 0 FIELD CUT TRIM COVER (TC1) AS REQUIRED AND SEND TO MATCH ROOF SLOPE THEN FlELD DRILL (2) 5/16' DIA HOLES IN RIDGE END OVER ASSEEMBLYY USING TRIM COVER FOR TEMPLATE APPLY TUBE PANLASTIC �025392) AROUND EACH HALF BETWEEN RI CE END COVER AND TRi M COVER, THEN FASTEN WITH LOCKRVETS. RIDGE END COVER FIELD CUT r 5CRAP 2'-0" 1 2.- W-11 7 RETAINER (550156) CUTTING DIAGRAM THIS CUTTING DIAGRAM IS A PROCEDURE USED WHEN RIDGE IS INSTALLED BEFORE GABLE TRIM. (SEE 'RIDGE INSTALLATION' DWG. P—D80578. DETAIL 1 MR-24 RIDGE END TOP TRIM �+ (MRRET). FIELD BEND A5 REQUIRED FFOR PROPER FIT UP. MALL ADAPTER SEGMENT. CUT TO LENGTH FOR RIDGE END COVER ASS'Y 1 E y fi RIDGE END BOTTOM TRIM A55EMBLY R872' FIELD CUT AS REQUIRE FOR PROPER FIT UP. LOCKRIVET GREEN WASHER (096306 A CAUTION; LOCATE FASTENERS SO THAT THEY DO NOT INTERFERE WITH GABLE TRIM, GABLE TRIM MILU BE FREE TO MOVE W/MR-24, IRETAINER SUPMR-24 RIDGE END TOP TRIM rll��UNDER RIDGE END COVER AS SHOWN AND APPLY BEAD PANLASTIC AT EDGE OF END COVER GABLE TRIMOF RIDG COVER AS SHOWN BLE TRIM TRIM COVER (TC1) (560444) GOLD WASHER LOOK (096583) "RIDGE END COVER ASSEMBLY" RIDGE END COVER INSTALLATION F1 i-D REID MIDDLETON, INC. END COVER RETAINER INSTALLATION TAB TRIMMING CHART ROOF SLOPE IN M. "X" 1:12 3/8' 2;12 11/32' 3;12 9/32' 4: 12 7/32' 5:12 1/8- 6:12 0' USE (4) 1 /4-14X3/4 TORX 7-30 5D5 097364 TO PRE -ASSEMBLE "RID END CAP ASSEMBLY' SON; LOCATE FASTENERS SO THAT THEY 00 NOT INTERFERE WITH GABLE TRIM, RIDGE END COVER ASSEMBLY RIDGE END L COVER i FOIL BACKED MASTIC (541D63) ASSHOWN (560173) _�:MR-24 PANEL EX I I , I BEYOND I I I USE (4) 1 /4-14X3/4 TORX T-30 SOS (097364) TO PRE-A55EMBLE "RIDGE END COVER ASSEMBLY" it I VARIES WITH I I WALL THICIKNNESSI I L 'I I I i FIELD CUT FOR j PROPER ATUP SECTION A -A RIDGE END COVER ASSEMBLY NOTES: TRIM COVER (Tel) -GABLE TRIM ASSEMBLY (BEYOND) RIDGE END TOP TRIM (MRRET) w RIDGE END BOTTOM ASSEMBLY (RBT2) R1 VIEWED FOR COE E COMPLIANCE WALL ADAPTER PPROVED TOED SEGMENT. WTH ILIT CT p 2 2015 ASSEMBLY , 1, WALL ADAPTER SEGMENT USED TO MAKE UP "RIDGE END COVER ASSEMBL= TO BE GUT FROM ADDITIONAL LENGTH OF WALL ADAPTER 2. 'RIDGE END COVER ASSEMBLY" CAPS OVER GABLE TRIM AND WALL ADAPTER, of Tukwila NG DIVISION BUILDING KEY FIELD GUT TRANS TION SUPPORT ANGLE TO LENGTH (SEE CHART)-\ BLANKET INSULATION WITH MR- 24 I I�OPTIONAL TRANSITION PANEL WITH CORRUGATION LL/—==7=a SNSITION PANEL TRANSITION SUPPORT ------- [ANGLE I AP I)FTAII FIELD DRILL 9/16" CIA. HOLE FOR 1 /2- X 1 1 /4- THIN HEAD BOLT (096636) AND NUT (095032) FAVE STRUT CORNER DETAIL TRANSITION SUPPORT ANGLE TRANSITION SUF ANGLE (SEE CH 10'-0- NOM, CC SECTION - A THRU TRANSI11ON SUPPORT ANGLE TRANSITION SUPPORT ANGLE INSTALLATION OPTIONAL TRANS TION I PANEL WITH CORRUGATION SHORT TRANSITION PANEL TRANSITION SUPPORT ANGLE CHART ITEM NO. PART No. USAGE (SLOPE RANGE) PURUN SPACE 1 I PTSA110 LESS THAN EQUAL To .25:12 5'-0° 2 PTSA210 .251 THRU .7+9:12 5'-0- 3 PTSA310 .750 THOU 1.249:12 5 -4 4 PTSA410 1.25 THRU 4.DD:12 5'-0- EXTEND SUPPORT ANGLE TO GOWER (OR 9 RIDGE) AND FIELD CUT AS REQUIRED NOTES: 1. DETERMINE THE PROPER TRANSITION SUPPORT ANGLE BY REFERINC TO THE CHART AND PICKING THE ROOF SLOPE USED ON THE PROJEOL 2, FIELD CUTTING OF THE TRANSITION SUPPORT ANGLE 15 REOUIRED AT THE START AND END OF A RUN, LOCATE THE STAR11NO TRANSITION SUPPORT ANGLE TO MODULE NTH PURLIN (APPROXIMATELY 10'-0- FROM EAVE) AND CUT END AS SHOWN, 3. IF THE TRANSITION 5UPPORT ANGLE RUN 15 LOCATED AT THE ENO (MODULE) OF EITHER Z-PURLINS OR TRUSS ALIGN 9/16" DIAMETER HOLES AND ATTACH WITH 1/2' DIAMETER THIN HEAD BOLTS (SEE DETAILS). IF THE RUN 15 LOCATED OFF MODULE (END) OF OTHER Z-PURLINS OR TRUSS, ATTACH WITH (2) 1/4° DIAM R SDS (SEE DETAILS). d- ATIAGjmw-Y WALL- PAN 3 4" CNR,2 24 PURUN MR11ON (UNINSULAEA� co (INSUL'A 3 a� T�.MR..24� pURUN PUNCHING IDENTIFICATION DETAIL FASTENER SELECTION CHART ITEM STRUCTURAL MODULE FASTENER FASTENER DESCRIPTION FASTENERS REQUIRED AT OONNECTION 1 Z-PURUN ON 096536 2- X 1 1 4- THIN HD. SOL-r ` 1 2 Z-PURUN OFF 097230 1 4 X 1 1/47 SDS 2 3 TRU SS j ON 096636 2- X 1 1 4- THIN HD. BOLT* 2 4 TRUSS I OFF I 09723D 1 4' X 1 1 4" 505 2 (COLOR SUFFIX REQUIRED) + - NUT (095032) IS SUPPLIED AND MUST BE USED WITH THIN HEAD BCLT (DB6636). TRAN51TION SEE FASTENER TRANSITION SUPPORT SELECTION CHART SUPPORT SEE ANGLE ANGLE FASTENER SELECT ON XCHART WITH TRUSS TRUSS Z-PURUN WITH Z-PURLIN ICU PARALLEL TRNS SUPT ANGLE INSTALL. CMR-24 AND UNINSULATED PURUN WITH MR-24. amwm er er GROUP NUMBER! 02— 021-02 RHE Y HE °�� B P-0815311'03 n/21/19 j:l,�/1/21D VfEWEED FOR ►E COMPLIANCE APPROVED 1 02 2015 ofTukwila NG DIVISION FLASHING SUPPORT CUP 47-0' O.C. i (3/4" J 97274) SUPPORT CLIP TYP. DETAIL BUILDING KEY (SHORT) TRANSITION PANEL CHART PART W OR W O C RRUGA ON WIDTH MALE MALE OR FEMALE LT OR RT HANDED PANEL SPANML— WITHOUT 6 MALE LEFT SP8NML— WITHOUT 9' MALE LEFT 5PCNML— WITHOUT If MALE LEFT SPANMR WTHOUT all MALE RIGHT SPBNMR_ WITHOUT 9' MALE RIGHT SPCNMR_ WITHOUT 17 MALE RIGHT SPANRL,_ WTHOUT 8" FEMALE LEFT SP6NFL_ WITHOUT 9" FEMALE LEFT SPCNFL— WITHOUT 1 FEMALE LEFT SPANFR_ WITHOUT all FEMALE RIGHT SPBNFR_ WITHOUT U. FEMALE RIGHT SPCNFR_. WITHOUT 1 FEMALE RIGHT SPACML_ WITH an MALE LEFT 5PBCML_ WITH S. MALE LEFT SPCCML— WITH 12, MALE LEFT SPACMR WITH 6' MALE RIGHT SPBCMR— WITH 9" MALE RIGHT SPCCkfiR..-. IITH 121 MALE RIGHT SPACFL— WITH 6" FEMALE LEFT SPBCFL_ WITH 9" FEMALE LEFT SPCCFL_ WITH if FEMALE LEFT SPACFR— WITH 6' FEMALE RIGHT 5PBCFR_ WITH 9" FEMALE RIGHT SPCCFR_ WTH —127 FEMALE I RIGHT RIGHT HANDED REPRESENT STANDARD MR-24 PANELS (ERECTION DIRECTION RIGHT TO LEFT). LEFT HANDED PANEL PROVIDE FOR LEFT TO RIGHT INSTALLATION. MALE RIGHT HANDED RIQIT HANDED LEFT HANDED RIGHT HANDED FEMALE HANDED PANEL KEY PLAN W W O W WIDTH 6,9 OR12 WALL FlELp FORM PANEL COUNTER FLASHING (STCF10 SHORT). COUNTER (TTF10 TTAU'j 10' LONG OPTIONAL MANS11ION PANEL MIN CORRUGATION TCFID SHORT) (SEE CHART) J a° RTF10TALL) TRANSITION PANEL OR OR WITHOUT CORRUGATION (5EE CHART) 4 .. WIDTH WIDTH WDTH Sri 9" 12. WALL FIELD FORM 6; 9' OR 127 PANEL COUNTER FLASHING (STCF10 SHORT). (TTF10 COUNTER TALL) OPTIONAL TRANSITION FLASHING OPTIONAL TRANSITION OPTIONAL TRANSITION PANEL WITH CORRUGATION 10' LONG PANEL WITH CORRUGATION PANEL WITH CORRUGATION (SEE CHART) (STCFIG SHORT) (SEE CHART) #A (SEE CHART) (T TF10 TALL) OR TRANSITION PANEL /- TRANSITION PANEL TRANS111ON PANEL WITHOUT CORRUGATION WITHOUT CORRUGATION OR WTHOUT CORRUGA11ON (SEE CHART) (SEE CHART) ' ' (SEE CHART) ry �. INSULATION 1'—'Ir—"J— INSU LAT10N TRANSITION SUPPORT ANGLE 10' NOMINAL LENGTH PARALLEL WALL MASDNRY OR IN -PLACE WALL SECTION -A THRU PARALLEL TRANSITION - UNINSULATED PURLIN m TOP OF PURUN 1/4' S.D.S. (097274) TRANSITION SUPPORT ANGLE INSULATION INSULATION 10' NOMINAL LENGTH PARALLEL WALL MASONRY OR IN —PLACE WALL ( FP*01 ON] -A 1`14PII PARAI I [71 TPAKISITIr)NI _ Inlcl11 ATC7n DI IDI IKI WALL SPUOE PLATE (63D564) NOTES; �pP t. SEE DWG- P-081531 BLANKET INSULA11ON�R P-081534 FOR INSTkLATION F AND TRANSITION SUPPORT ANCLE, (2) FLANGE NU15 55 2 BEGIN TRANSITION PANEL INSTALLATION BY LOCATING (7274) \, I (097190) 15T PIECE (AT EAVE) WITH UP -SLOPE END OVER PURUN (SPLICE) AND FIELD CUT SAVE END TO MATCH I ROOF PANELS. FIELD DRILL 3/8' CIA. HOLES FOR EAVE TRANSITION TOP PURUN UN -INSULATED PURLIN INSULATED PURLIN SECTI ON B 0 FLASHING V SUPPORT CLI P (560741) 4.'-G' O.C. -�, FIELD CUT C> AT14NCLOSURE .� i FIELD CUT TRAN511ION AND DRILL PANEL WITH AT EAVE CORRUGATION TRANSITION PANEL (WITHOUT CORRUGATION SHOWN) / TRANSITION SUPPORT ANGLE-\ A A EAVE STRUT TRANSITION PANEL INSTALLATION APPLY I PANEL CONNECTION AND TRIM CONNECTION, GENEROUS 3. ATTACH TRANSITION PANEL TO SUPPORT ANGLE WITH BEAD CF �� FLASHING SUPPORT CLIPS (4' D.C;)i WITH 1 /4' &U.5 GUNGRADE �� (097274) INTO PRE -PUNCHED HOLES AT HEIGHT CONTINUOUS SHOWN IN SECTION S. 4, APPLY A GENEROUS BEAD OF GUNGRADE MASTIC PPAANNEELLSS AND SPLICE STRAP (025392) AT EACH SPLICE LOCATION BETWEEN THE DIRECTLY OVER * (63D566) PANELS. LOCATE THE BEAD DIRECTLY OVER THE THE HOLES PUNCHED HOLES IN THE PANEL THEN SECURE THE SPLICE PLATES AS SHOWN. SEE WALL SPLICE DETAIL 5. IF TRANSITION PANEL HAS A FEMALE SEAM APPLY A Ile X 4" BEAD OF GUN GRADE SEALANT (G16688) i OVER EACH MR-24 CLIP TAB. IF THE TRANSITION PANEL HAS A FEMALE SEAM APPLY A 1 /4" X 6' BEAD OF GUN GRADE 6. FIELD CUT THE LAST PIECE TO EDUAL THE LENGTH (d16658) INSIDE HEM AT DOWN /4/1SEALANT OF THE ADJACENT ROOF PANEL ENp OF TRANSITION PANEL7. SEAM TRANSITION PANEL VYITH ROOF PANEL. W//6SLOPE ►` WALL SPLICE DETAIL SEE DWC, P-081W FOR INSTALLATION OF COUNTER IIW FLASHING. 6' B' 127 FLANGE NUT a (097190) TYP, , M , , 121 Yriim i I PANEL STRAP ' 1-� i r � I (5601G1) TYP. i i ./- 56UCE 41 ��t: Til I Io SEE SPLICE DETAILS~ ALWAYS LOCATE DIRECTLY OVER PURLIN. SEE NOTE 5 FOR ADDITIONAL SEALANT APPUCATION REG UIRED AT MR-24 CLIP TABS REID MIDDLETON, INC. 6' WITHOUT CORRUCATON B' ' 3" �!TRANRTION PANEL (TYP.) 12' (IRANsrnm SPLCE STRAP (TYP,)' WITH CORRUGATION NOTE * ROD CUT SPLICE STRAP FIELD CUT PANEL STRAP (M56) AS SHOWN TO SPLICE DETAILS [5WO11 AND SPLICE MDR TOP OF CORRUGATION LATE 560100 AS SH4 MR-24 SHORT PARALLEL TRANSITIC PANEL INSTALLA11ON arm By OEM" flRCUP NUMBER: 02- 021-1 RHE RMC RMAM �UAt A °;� B P-081532 EVVVED FOR )E COMPLIANCE APPROVED OCT 0 2 2015 .ity of Tukwila WING DIVISION PARAPET WALL i KFY PI AN FIELD FORM TO FIT SPECIFIC PROJECT NEEDED (EXAMPLES TRANSITION WUNTER FLASHING �10' LONG) SHORT - STCF10) TALL - (TTF10) — 5EE 5PUCE DETAIL (COUNTER FLASHING) MR-24 PANEL FLASHING SFPORT CUP (51104,1) TRANSITION PANEL PARALLEL ROOF TD WALL TRANSITION DETAIL (560741) FLASHING SUPPORT CUP --- TRANSITION COUNTER FLASHING 1D' LONG) SHORT - (STCF10) TALL - (TTF1D) APPLY 1 4" DIA BEAD OF GUNGRADE SEALANT (025392) CONTINUOUS-, TRANSITION PANEL — (2) 1/4" X 3/4' 5D5 (OB7274) 4'-0- O.G. FURNISHED (BUT MAY VARY WITH WALL SUBSTRATE) TRANSITION SUPPORT ANGLE OR WALL EXPANSION JOINT DETAIL TRANSITION COUNTER FLA51`IfiNO 10 LOtPG) SHORT - STCF10} TALI. - { 10) -� X�,-Z;r4f e GUNGRADE PANLASTIC (025N2) SPLICE DETAIL (COUNTER FLASHING) I 4 TRANSITION COUNTER FLASHING 10' LONG) SHORT - STCF10� TALL - (TTF10) SEE FIELD FORMED EXAMPLES AND SPLICE DETAIL- y •c' �`n�'C?j��'' a c1 C1 [ [1 MM E I� I LJLE -rON, INC. GUNCRADE PANLASIIC (025392) CON11NU OUS IN JOINT �-1 R. L 1 Z TRANSITION COUNTER ^` FLASHING 10- LONG) SHORT - STCF10) TALL - (TTF10) ,r TALL (63D558) SUPPORT MEMBER TRANSITION (PTFS15) FLASHING (SHORT) f`1 AT RTMI/ GW I RMC SEE FIELD FORMED EXAMPLES AND SPLICE DETAIL FLASHING SUPPORT CUP (560741) WALL LOW 6305613) SUPPORT MEMBER TRANSITION (PTFS15) FLASHING (SHORT) TRANSITION (PTFT15) FLASHING (TALL) 4LL (630568) REV WED FOR JPPORT CODE OMPLIAN( EMBER A , ROVED OC 1110 2 2015 OAZI 'm°'DA� B P-081537 10D D nl/21/10 a W U z oWa 0. a 0�V) r� a cn Wo�W Z3 m <U g 3a Z z�o�o 0 ooQ co Fn FWm o U' 0- o0 _ Li U aM r �\ m z 0 om � GUTTER: FLASHING 12'-0" COVERAGE 1 3/4'L--�I GUTTER 20'-0" COVERAGE (START OR END OF GUTTER) OF GUTTER STOP STOP PUNCHING LAP 3" 3 � 21 1/2'.11 1 1/2" , /„ GUTTER STOP I� 1- FOR GUTTER BRACE (630123) INSTALLATION SEE DWG. P-080189, GUTTER FLASHING SPLICE (SEE DETAIL—D) INITCDI(_1D (`I ITTED I AW)I IT TRANSITION COUNTER FLASHING (10' LONG) SHORT — (STCF10) o I TALL — (TTF10) FLASHING °I SUPPORT CLIP o I TRANSITION SUPPORT ANGLE ° GUTTER STOP (630052) 3 MR-24 ROOF ° PANEL GUTTER (630051) 0 I EXTRA TRANSITION PANEL WITH OUT CORRUGATION (SHOWN)-\ CORRUGATION — — — — — — — — PURLIN PARALLEL TRANSITION PANEL AT PARAPET WALL WITH OUT INSULATED SPACER BLOCKS (SHOWN) V �P GUTTER FLASHING (630262) (12'-0" COVERAGE) ROOF PANEL 1'-4 1/4" SCRUBOLT (097104) 1'—O" CENTERS —\ WALL PANEL (INSTALL AFTER GUTTER FLASHING) SUPPORT ANGLE (630230) (8'-0" COVERAGE) GIRT (FIELD LOCATE) GUTTER I 1/2" SHIM (ESH3) AS REQUIRED LOW SIDE HIGH SIDE7LZ:l I INSTALL (BCBA) ANGLE AT SAME EAVE STRUT I SAVE STRUT i INTERVALS AS PURLIN BRACE (PBA). I FIELD CUT TO LENGTH AND INSTALL 1 1'-1 1/2" 8" WITH SELF —DRILLERS #12-14X1 1/4" (097296) AT EACH END OF ANGLE TO BOTTOM FLANGE OF EAVE STRUT (BCBA) SECTION A -A WITH Z--PURLINS GUTTER INITDDInD (`I ITTE-D PLACE BLANKET INSULATION SCRAPS UNDER GUTTER AT FRAMES ONLY BEFORE GUTTER IS INSTALLED. (RECOMMENDED 2" MAXIMUM THICKNESS) REQUIRED FOR TRUSS BUILDINGS ONLY. ERECTION SEQUENCE 1. INSTALL GUTTER AS SHOWN ON DRAWINGS P-103442, P-103443 AND P-103444. 2. INSTALL ROOF PANELS. 3. INSTALL GUTTER FLASHING (630262) AND GUTTER BRACES (EXCEPT AT TRANSITION PANEL). 4. FIELD CUT FLASHING (DETAIL —A) FROM TRANSITION PANEL AND INSTALL. 5. INSTALL PARALLEL TRANSITION PANEL. 6. INSTALL GUTTER BRACE AT TRANSITION PANEL LOCATIONS. 7. FIELD FABRICATE FILLER PLATE (DETAIL-B) AND INSTALL. 8. INSPECT ALL JOINTS AND SEAMS FOR LEAKS -CAULK QUESTIONABLE AREAS WITH TUBE -GRAY SEALANT (016688). DIE I F) r I ITTINI(` r)E-TAII R TO W PARALLEL TRANSITION PANEL STRAP (630064) FIELD CUT TRANSITION PANEL GUTTER 3" SECTION C-C PANEL STRAP (630064) (SEE DETAIL C) 4) LOCKRIVETS 096306) SCRUBOLTS 7104) AT IEL STRAPS FIELD WORK PANEL STRAP (560101)� SEE DETAIL A GUNGRADE SEALANT (025392) CONTINUOUS PARALLEL R TO W TRANSITION PANEL WITH OUT CORRUGATION (SHOWN) , ('(_)KADI [:'TF-FI ACCDAARI V WALL PANEL (INSTALL AFTER GUTTER FLASHING) GUTTER FLASHING (63026).(12 —0 SUPPORT ANGLE ROOF PANEL (630230) (8'-0" COVERAGE) SCRUBOLT (097104) GIRT (FIELD LOCATE) 1'-0" CENTERS EAVE ADAPTER A EAVE ADAPTER (650000) 650000 ) TRUSS ---- GUTTER TRUSS 5/8" SHIM PLATE (3TG05050801110B0) SECTION A -A o�P WITH TRUSS (2) SCRUBOLTS PANEL o STRAP (097104) (630064) PANEL STRAP (560101)\4' DETAIL-C ° /�'' FIELD DRILL 3/8" DIA. 6 FIELD CUT ��/�/�•, HOLES AS SHOWN I I AS SHOWN - FIELD FABRICATE FILLER PLATE (SEE DETAIL 8). ATTACH WITH (4) BLIND RIVETS (097580) (SEE NOTE). CAULK WITH TUBE PANLASTIC (025392) PANLASTIC (027893) 1/8 X 1" PANLASTIC (027893) 1/8 X 1" GUTTER STOP (630052) GUTTER FLASHING (630262) GUTTER BRACE (630123) \ SUPPORT ANGLE L TUBE PANLASTIC (025392) GUTTER (630051) PANLASTIC 1/8 X 1" (027893) INICIFIE r r)C)KICD WITH OUT CORRUGATION (SHOWN) NOTE: SEE DRAWING P-081764 FOR BLIND RIVET COLOR INFORMATION. �1WIIrcJ� REID MIDDLETON, INC. I I I = BREAK UP 10° BREAK UP 901 _ M r7 Lo BREAK UP 89 I 3 1/2" 1„ nCTAII D GIRT FIELFM SCRAP MATERIAL — VERIFY DALABRICATE DIM S. RERVO SE FOR OPPOSITE SIDE SCRUBOLT (097104) LOCKRIVET (096306) GUTTER FLASHING (630262) 12'-3" LENGTH SCRUBOLT (097104) 1'-0" O.C. MR-24 INTERIOR GUTTER TO INSIDE CORNER FLASHING WITH OUT CORRUGATION DRAWN BY CHECKED BY I GROUP NUMBER: 02-007-02 RHE RMC ,ST RELEASE DATE REVISION DATE g I P — 0 815 4 F 01/21/10 02/13/14 5 WED FOR COMPLIANCE APPROVED OCT 0 2 2015 City of Tukwila BUILDING DIVISION PERPENDICULAR AND PARALLEL TRANSITION DRAWINGS CONDITIONS ALL BUILDINGS WS AND RE —ROOF MR-24 CMR-24 MR-24 CMR-24 PERPENDICULAR TRANSITION SUPPORT MBR. WITH OPEN WALL — — P-081568 P-01 69 FLASHING INSTALL SHOR P-081572 P—DO1572 — — FLASHING INSTALL TALL P-081573 P-081573 - - END COVER INSTALLATION P-0815W P-00153D — — PARALLEL TRANSITION SUPPORT ANGLE INSTALLATION, CMR-24 AND UN—INSUL PURUN — — P—DB1531 P-081531 SUPPORT ANGLE INSTALLATION, INSULATED PURLIN - - P—(181534. - SHORT TRANS PANEL INSTALL P-081532 P—DB1533 — — TALL TRANS PANEL INSTALL — — — — BR -II WALL PANED I I I SCRUBOLT � 1 II SUPPORT MEMBER TRANSITION FLASHING (Tom) --._ MR-24 PANEL7 INSULATION RETAINER (650209) BR -II SCRUBOLT NUT WALL (D97267) I PANEL t:4 GIRT (SHOWN) 1 1 4? 1 I 1 11UNER FLASHING i PERPENDICULAR TRANSITION WITH MR-24 (CMR-24) ROOF (SEE CHART FOR CONDITIONS) CORNER TRIM (BRCT12) ATTACH TO PANELS WITH PANEL TO PANEL FASTENERS ON 2'-0' CENTERS FIELD NOTCH AND SEAL BOTTOM OF CORNER TRIM WATER TIGHT NOTCH WALL PANEL TO CLIEAR FLASHING COUNTER FLASHING WALL PANEL SCHEDULE PANEL WALL PANEL CODES LOCATION PUNCHED UNPUNCHED SLOPE PART NO. OR CODE SLOPE PART NO, OP. CODE 1/4.12 AND 027095 36 1/2-12 1:12 027465 4.0 ENDWALL HEADER ALL SLOPES 42704 35 2:12 570528 77 4;12 027464 39 OTHER SLOPES 027095 36 LOW HIGH SIDS SLOPES 0 9Q)5 38 SLOPES D(sQ 35 OPTIONAL 1RAN5111ON PANEL WITH CORRUGATION TRANSITION SUPPORT ANGLE PARALLEL TRANSITION WITH MR-24 (CMR-24) ROOF (SEE CHART FOR CONDITIONS) COORXGATON CLOSURE (026848) INSULATION * FOR HEADER PANEL TOP CONNECTIONS SEE STANDARD WALL PANELINSTALLAMCN HEADER PANEL DRAWING, DIM. "A" SEE DWG. P-008'18 �INILILA=Nj TAPE PAN LAS`TIC�B' X 1' 027893) Al ft� STEP 2 HEADER PANEL -**-CAULK JOINT WITH TUBE PANLASTIC (025392) VERY IMPORTANT MINIMUM 3/8'-1/2' BEAD PANLASTIC (D25392) CONTINUOUS OVER CLOSURE 6 FIELD CUT NOTCH AS SHOWN AT UPPER END OF TRIM PIECE, FOR USE IN BOTTOM SECTION OF INSIDE CORNER TRIM LAP —SPLICE 1' . I .1' I� a I N N FLASHING INSIDE II CORNER TRIM FIELD NOTCH INSIDE CORNER TRIM AT LAP -SPLICE CONDITIONWRAP INSULATION AROUND CORNER -7 SUPPORT ANGLE HEADER PANEL CORNER TRIM ICT12) ATTACH WITH PANEL TO PANEL FASTENER 2'-4' O.C. PERPENDICULAR TRANSITION (SEE CHART FOR CONDITIONS) INSIDE CORNER TRANSITION PANEL PARALLEL TRANSITION (SEE: CHART FOR CONDITIONS) 1'-0' LENGTH OF TAPE PANLASTC 1/4' X 3/16' (025390)(SEE STEP 3) CORUGA11ON CLOSURE PIGTAIL CT PANLAS iC (025392) MUST BE IN CONTACT WITH PANLASnc ON PANEL. AND CLOSURE FIELD CUT PANELS AS REQUIRED AT INSIDE CORNER TUBE PANLASTIC (D25392) CONTINUOUS INSIDE CORNER TRIM INSTALLATION CORNER TRIM (ICT12) (ALIGN WITH BOTTOM OF PANELS) FLASHING HOLES IN SUPPORT ANGLE BOTTOM OF HEADER PANELS NOTE; ROOF TO WALL TRANSITON FLASHING MUST BE INSTALLED BEFORE WALL PANEL INSTALLATION 15 STARTED, SEE APPROPRIATE FLASHING INSTALLATION DRAWINGS. STEP 1, INSTALL FIRST HEADER PANEL TEMPORARY), TOP OF PANEL 15 PRE —PUNCHED AND SHOULD BE ATTACHED FIRST TO INSURE PROPER ALIGNMENT. FIELD DRILL 5/16' DIA, HOLES IN BOTTOM OF PANEL AND TRANSITION FLASHING TO MATCH FLASHING SUPPORT ANGLE ON 6° CENTERS IN FLAT OF PANEL. REMOVE PANEL AND USE THIS PANEL AS A TEMPLATE TO DRILL 5/16' DIA. HOLES IN OTHER PANELS, PARALLEL CONDITION ONLY, STEP 2. INSTALL TAPE PANLASTIC (027893) OVER HOLES OF FLASHING SUPPORT ANOLE, INSTALL CORRUGATION CLOSURE (D266+0) OVER PANLASTIC. INSTALL TUBE PANLASTIC 025392 OVER CORRUGATION CLOSURE, INSTALL FIRST HEADER PANEL ATTACH WITH SCRUBOLT (097382) ON 9' CENTERS. NOTE: CORRUGATION CLOSURES ARE ON THE SAME SLOPE A5 THE ROOF AND ARE NOT SaUARE WITH HEADER PANELS. TUBE PANLASTIC MAY BE REQUIRED FROM THE BACK SLOE TO PROPERLY SEAL. STEP 3. IMPORTANT: BEFORE INSTALLING SECOND HEADER PANEL, APPLY 1'—O' OF PANLASTIC (025390) IN SEALANT GROOVE OF FIRST PANEL. (IN AREAS WHERE SEVERE ICING MAY OCCURE, IT IS SUGGESTED TO APPLY PANLASTIC FULL LENGTH OF WALL PANEL), "PIG —TAIL' OF GUN GRADE PANLASTIC (025392) AT BOTTOM OF PANEL MUST BE IN SEALANT GROOVE AND CORRUGATION CLOSURE STEP 4. REPEAT PROCEDURES SHOWN IN STEPS 1,2, AND 3 FOR REMAINING PARALLEL. PANELS. INSTALL PERPENDICULAR PANELS AND INSTALL CORNER TRIM. STEP 5, FOR TRANSITIONS. PERPENDICULAR, ROOF INSULATION IS COMPRESSED BETWEEN GIRT AND WALL SUPPORT ANGLE SEE CHART FOR CONDITIONS. AFTER ALL WALL PANELS ARE INSTALLED, IMPALE ROOF AND WALL INSULATION OVER SCRUBOLT THREADS AT BASE OF PANEL PLACE INSULATION RETAINER (8502D9) OVER SCRUBOLT AND RETAIN WITH SCRUBOLT NUTS (097267) ON 1'-0" 0TTRS. (SEE im SECTION). � lE� ik, 1DDLET0N, INC. BUTLERIB II WALL PANEL INSTALLATI0I ABOVE MR-24.CMR-24 ROOF mu" or atnrm er I GROUP NUMBER: 27— D21-01 GW RNC f Ir" A Wit ^ °^� B P- 0815 84 0 1 �M'1 Art 1'19 It A /1 R MEWED FOR )E COMPLIANCE APPROVED OC 1 0 2 2015 City of Tukwila ILDING DIVISION SAFETY PRECAUTIONS SAFETY MUST BE A PRIME OONCIERN THROUGHOUT THE ENTIRE ERECTION PROCESS, THESE INSTRU07IONS CONTAIN SAFETY INFORMATION THAT IS IMPORTANT FOR ALL WORMERS TO KNOW AND UNDERSTAND. IN ADDITION, LOCAL, STATE AND OSHA SAFETY RECULATMNS MUST BE FOLLOWED AT ALL TIMES THE ERECTION CONTRACTOR HAS THE ULTIMATE RESPONSIBILITY FOR THE SAFETY OF THE WORKERS AND MUST COMPLY WITH ALL APPLICABLE SAFETY REGULATIONS. RECOGNIZE SAFETY INFORMATION THIS 15 THE SAFETY -ALERT SYMBOL, WHEN YOU SEE THIS SYMBOL IN THESE INSTRUCTION, BE ALERT TO THE PDTENTIAL FOR PERSONAL INJURY, FOLLOW RECOMMENDED PRECAUTIONS AND SAFE PRACTICES, FOLLOW SAFETY INSTRUCTIONS CAREFULLY READ ALL SAFETY MESSAGES IN THESE INSTRUCTIONS AS WELL AS MR-24 ERECTION MANUAL, ALL APPUCA13LE DRAWINGS AND THE ROOFING WORK SAFETY INSTRUCTIONS AND ROOF PANEL WARNING LABEL THAT ARE SHIPPED WITH THE ROOF MATERIALS, THE FOLLOWING WARNING DECAL 15 ATTACHED TO THE SEAMER PLATFORM PAN. # DO NOT STEP ON PLATFORM PAN. ■ DO NOT LEAN ON PLATFORM. + DO NOT STRADDLE PLATFORM LEGS, MAKE SURE LOCKING PLIERS ARE SECURELY CLAMPED ONTO PANELS. ■ ALWAYS USE FALL PROTECTION, IMPORTANT, CORRUGATION SUPPORT MUST BE FULLY INSERTED INTO CORRUGATION. u FAILURE TO HEED THESE WARNINGS CAN RESULT IN SERIOUS INJURY CR EVEN DEATH. IF THE WARNING DECAL BECOMES ILLEGIBLE, ORDER A FREE REPLACEMENT FROM THE ROOF RUNNER OPERATIONS DEPARTMENT, IN ADDITION, FOLLOW THESE GUIDELINES DURING ALL ROOF RUNNER SEAMING OPERATIONS: + ALWAYS USE FALL PROTECTION AND WALKBOARDS WHEN INSTALLING PANELS OR WORKING NEAR ROOF EDGES, * MAKE SURE SEAMING FOLOWS LAYING OF PANELS AS CLOSELY AS POSSIBLE AND USE FAIL PROTECTION. LOCKINC GOOD CONDITION {AND DJUSTEDRTORESST A MANUFACTURINGCOMPANY) HARD NPULL (60 POUNDS)- ALLWAMYS DOUBLE IN CHECK SECURENESS OF LOCKING PLIERS EACH TIME THE SEAMER PLATFORM IS SECURED TO THE ROOF CORRUGATIONS. + NEVER STEP ON THE 5EAMER PLATFORM PAN. NEVER "RIDE' THE ROOF RUNNER OR BLOCK VENTS ON THE MOTOR IN ANY WAY, PANELS NOT FULLY SEAMED CAN COLLAPSE OR SLIDE OUT FROM UNDER YOU, ALWAYS USE FALL PROTECTION AND WALKBOARDS WHEN INSTAWNG PANELS OR WORKING NEAR ROOF EDGES MAKE SURE SEAMING FOLLOWS THE LAYING OF PANELS AS CLOSELY AS POSSIBLE. WARNING: NEVER TIE POWER CORDS TOGETHER OR TO THE ROOF RUNNER CAUTION; KEEP THE PATH OF THE ROOF RUNNER CLEAR AT ALL TIMES AND POWER CMDS FREE OF ENTANGLEMENTS. A NON -LOCKING PLUG IS SUPPLIED SO THAT IT WILL UNPLUG ITSELF M, LD r' E POWER CORD BECOME ETNTAN(LEO. 00 NOT DEFEAT THIS SAFETY FEATURE BY TYING THE POWER Oft TO THE MOTOR LEAD OR TO THE ROOF RUNNER. ADDITIONALLY, TOWING OF THE POWER CORD(S) CAN CAUSE IMPROPER SEAMS TO BE FORMED. WARNING; DON'T RIDE THE ROOF RUNNER OR BLOCK VENTS ON THE MOTOR IN ANY WAY. WARNING' PANELS NOT FULLY SEAMED CAN COLLAPSE OR SUDE OUT FROM UNDER YOU. ALWAYS USE FALL PROTECTION AND WALKBOARDS WHEN INSTAWNG PANELS OR WORKING NEAR ROOF EDGES MAKE SURE SEAMING FOLLOWS THE LAYING OF PANELS AS CLOSELY AS POSSIBLE, CAUTION: ALL ELECTRICAL SERVICE MUST BE PROPERLY GROUNDED, AND MUST IN=- E A GROUND FAULT INTERRUPTERI WARNING; �r WITH THE LEFT FOOT ON THE PANEL AND ACED AGAINST THE 1= THE REAR NYLON RUNNER ON THE THE ROOF RUNNER -ORM KEEPING BODY THE LEFT LEG. TNPT TO LIFT RUNNER OVER OF THE SEAMER I CROSS BAR Y DIRECTION NEVER STRADDLE THE PLATFORM OR COUNTERBALANCE THE ROOF RUNNER WITH YOUR WOGHI �V 11 [11- wI r I tiEID MIDDLETON, INC. F i • ' , P . 3 OCT 0 City Of ukwila BUILDIN DIVISION MR-24 ROOF RUNNER OPERATIONS II SAFETY PRECAUTIONS GROUP NUMBER; 42-064-01 RHE RMC RnFA 0A'� MvmmDATE p P-081672 100 21 1 D D 1 21 10 _r< INSTALLATION OF MR-24 ON OPPOSITE SLOPES IN THE OPPOSITE DIRECTION (PREFERRED METHOD OF INSTALLATION) W.i INSTALLATION OF (HANDED) MR-24 ON OPPOSITE SLOPES IN THE SAME DIRECTION 1 B" SEAMED PANELS THE OPERATOR'S WORKING POSITION IS SLIGHTLY AHEAD AND TO THE RIGHT OF THE ROOF RUNNER - HE SHOULD KEEP HIS EYE ON THE FRONT GUIDE WHEEL AND IF IT STOPS TURNING, THE ROOF RUNNER COULD RIDE UP OFF OF TIME SEAM, HAND PRESSURE ON THE FRONT HANDLE WALL USUALLY CORRECT THIS; IF NOT, SHUT OFF MOTOR AND DETERMINE THE PROBLEM BEFORE PROCEEDINGI ENGAGE DERAILER OVER M R-244 SEAMED CORRUGATION ON OPPOSITE SIDE OF RIDGE WHERE ROOF RUNNER IS TO BE REMOVED DERAILER AND ROOF RUNNER AT RIDGE RIDGE CROSS SECTION DERAILER AND ROOF RUNNER AT RIDGE ROOF RUNNER CLEARANCES ROOF RUNNER DESCRIPTION THE RODE RUNNER IS A FOUR STAND, PORTABLE, ROLL FORMING MACHINE THAT JDINS THE MR-24 ROOF PANELS TOGETHER BY MAKING A DOUBLE LOCK SEAM OF THE VERTICAL LEGS OF THE PANEL HALF CORRUGATIONS. IT 15 POWERED BY AN ELECTRIC MOTOR AND WEIGHS APPROXIMATELY 70 POUNDS (72 POUNDS IN ITS SHIPPING SOX), ITS AVERAGE FORMING SPEED IS 13 FEET PER MINUTE AT 12OV, IT IS LEASED FROM AND REMAINS THE PROPERTY OF BUTLER MANUFAbTURING CO. FOR LOSS VALUE SEE LEASE AGREEMENT. PAINTED PANELS PRIOR TO USE ON "PAINTED" MR-24 PANELS, PLEASE CONTACT ROOF, RUNNER OPERATIONS B15-753-DB15. PAINTED MATERIAL PRESM75 SPECIAL CONDITIONS THAT REQUIRE NEW OR NEAhLY NEW FEED WHEELS, IF YOU ALREADY HAVE A MACHINE, FEED WHEELS WILL BE SUPPLIED FOR FIELD INSTALLATION:: OR A REPLACEMENT MACHINE WILL BE FURNISHED IN ANY CASE, THERE IS NO ADDITIONAL CHARGE FOR THIS UPGRADE AND IT WORKS FINE WITH UNPAINTED MR-24, 22 GA. ROOF RUNNERS DO NOT REQUIRE UPGRADING FOR PAINTED PANELS. THE SEAMING OPERATION SEAMING WITH THE ROOF RUNNER CAN BEGIN AS SOON AS SUFFICIENT ROWS OF PANELS ARE LAYED IN PLACE TO FERMIT OPERATION OF ME ROOF RUNNER WITHOUT INTERFERENCE NTH THE CREW LAYING THE PANELS. IMPORTANT: REFER TO THE MR-24 ERECTION MANUAL AND THE ERECTION DRAWINGS FOR MORE SPECIFIC INFORMATION ON PANEL INSTALLATION, CUP ATTACHMENT, MASTIC PLACEMENT, ETC, 1. PANELS AND CLIP TABS MUST BE PROPERLY ENGAGED AND REMAIN IN POSITION DURING THE SEAMING OPERATION, IF NECESSARY, USE LOCKING PLIERS TO HOLD THE PANELS IN POSITION. 2. BEFORE BEGINING THE SEAMING OPERATION, THE ENDS OF THE PANELS MUST BE CRIMPED TOGETHER. TWISTING THE END SLIGHTLY IN THE DIRECTION OF SEAMING. CHECK FOR THE PIGTAIL OF PANLASTIC IN THE SEAM LAP. AST IN THE REC11ON OF SEAM CRIMP ENDS TOGETHER 3. ALWAYS DEEP THE TWO PANEL EDGES ENGAGED. IF THEY BECOME DISENGAGES, STOP THE ROOF RUNNER OPERATION AND CORRECT THE PROBLEM IMMEDIATELY. PANEL AND SPLICES REQUIRE SPECIAL ATTENTION - IMPROPERLY PLACED OR EXCESS MASTIC WALL BE PICKED UP BY THE ROOF RUNNER MACHINE MAKING THE SEAMING PROCESS MORE DIFFICULT. THE UPPER PANELS MUST FIT INTO THE LOWER PANELS NOTCHES TO MINIMIZE THE MATERIAL THICKNESS TO BE SEAMED, BE SURE TO CRIMP THE PANEL UPS SHUT AT THE JOINT TO PREVENT THE POSSIBILITY OF THE UPSLOPE END JAMMING IN THE MACHINE, AP T AVOID ROOF TRAFFIC DISTORTION TO THE PANELS BEING SEAMED. KEEP ROOF TRAFFIC AWAY FROM THE ROOF RUNNER IMPORTANT: THE OPERATOR SHOULD STAY IN A POSITION THAT MINIMIZES TRAFFIC DISTORTION. THE BEST POSITION IS 4' TO 5' AHEAD, TO THE RIGHT OF THE ROOF RUNNER ON A FULLY SEAMED PANEL FROM THIS POSITION. THE OPERATOR CAN: + KEEP PANELS ENGAGED + WATCH SEAM AND ROOF RUNNER + STOP MACHINE AS NECESSARY + HOLD DOWN FRONT CF MACHINE ACROSS LAPS * WORK FROM SAFEST POSITION ON A STABLE PANEL LOCK -SEAM SEQUENCE THE FOLLOWING SERIES OF ILLUSTRATIONS SHOW THE LOCK —SEAM SEQUENCE PERFORMED BY THE ROOF RUNNER AS IT PROGRESSES ALONG THE LENGTH OF THE PANEL ODRRUGATION, ASSEMBLED JOINT (PRIOR TO SEAMING) ROOF RUNNER CLEARANCES 1ST STAND 2ND STAND 3RD STAND ,5 4TH STAND COMPLETED DOUBLE LOCK SEAM IN ORDER TO START OR REMOVE THE ROOF RUNNER IN CONDITIONS SUCH AS PARAPET WADS OR OTHER OBSTF A MINIMUM CLEAR DISTANCE OF 1B INCHES IS REQUIRED. THE MULTIPLE GUTTER CONDITION WILL REDUCE THIS D DEPENDING ON THE ROOF SLOPES USED. A DISTI FOR TH ICE-OF-4° OR-p5-a- ANA,T-aE-SIDE A, HIKE C '1�4SL�6FUN17� �0 U r- I; �?EID rAIDDLET01"d, INC. RE Y tWED FOR 30 DE � PRD!!ED 0 02 2015 cTToli of Tukwila L ING DIVISION THE SEAM IS REQUIRED FOR MACHINE CLEARANCE. 17-1/2" IS NEEDED MR-24 ROOF RUNNER OPERATIONS GENERAL SEAMING OPERATIONS auvN erI cw= W GROUP NUNMRt 02—OU-al RHE I RMC mfflllm. • 1 TIPS FOR TROUBLE FREE OPERATION 1. SAFE AND CORRECT SEAMING REQUIRES ALL MACHINE OPERATORS TO BE FAMILIAR WITH THE MACHINE FEATURES. BE SURE THEY ARE AWARE OF THE PROPER MATERIAL FLOW THROUGH THE FEED WHEELS SO THAT THEY CAN SPOT A MALFUNCTION QUICKLY AND CAN CORRECT ITS CAUSE IMMEDIATELY, IMPROPER SEAMS LONGER THAN 5 FEET ARE DIFFICULT TO REPAIR AS THEY INVOLVE THE PANEL CUPS AND TABS. 2. ALWAYS USE A SEAMER PLATFORM. 3. MAKE SURE THE FEED WHEELS ARE KEPT CLEAN. ESPECIALLY ON PAINTED MATERIAL (SEE MAINTENANCE) C MANY SEAMING PROBLEMS ARE THE RESULT OF MIS —ALIGNED PURUNS AND/OR FRAMES A SUDDEN CHANCE IN DIRECTION (1/4D IN V) CAN CAUSE AN INCORRECT SEAM. A GOOD RULE TO FOLLOW IS TO "STRING UNED THE PURUN HOLES IN EACH BAY BEFORE PANEU NG, 5. BE SURE THE PANELS ARE PROPERLY ENGAGED PRIOR TO SEAMING. USE LOCKING PLIERS TO HOLD THEM IN POSITION AS REQUIRED, SHOULD AN INCOMPLETE SEAM OCCUR, STOP THE ROOF RUNNER IMMEDIATELY! AN INCOMPLETE SEAM CAN USUALLY BE RESTARTED BY BENDING THE PANEL STEMS SEVERAL INCHES AHEAD OF TIME SEAMER, IN THE DIRECTION OF SEAMING, RM, DOWN PINCH PANEL LIP AND BEND VERTICAL STEMS TO SIMULATE THE ACTION OF THE SEAMERS FIRST STAND 117 TO ZD, 71 50 TO 14 3/4. A rsro rune SECTION -A RE -STARTING INCOMPLETE SEAM 6. WATCH TO SEE THAT THE LARGE FRONT AND REAR GUIDE WHEELS ARE BEARING ON THE CORRUGATION. THE WHEELS SHOULD TURN THROUGHOUT THE SEAMING OPERATION (AT CLIPS AND END SPLICES THEY MAY STOP MOMENTARILY, BUT SHOULD RESUME TURNING AGAIN IMMEDIATELY). 7. CAM RELEASES ARE PROVIDED FOR THE PURPOSE OF DISENGAGING THE MACHINE FROM THE PANEL. THEY SHOULD BE USED ONLY WHEN ABSOLUTELY NECESSARY. A LARGE ADJUSTABLE WRENCH OR 30 MM SOCKET IS REQUIRED AND THE PT70GESS SHOULD BE DONE SLOWLY AND WITH GREAT CARE AS THERE ARE SEVERAL CAST PIECES INVOLVED THAT ARE UNDER HEAVY SPRING PRESSURE, THESE PIECES WILL BREAK IF EXTREME CARE IS NOT USED TO RELEASE AND ENGAGE THE CAM. B. PANEL AND SPLICES REQUIRE SPECIAL. ATTENTION — IMPROPERLY PLACED OR EXCESS MASTIC WILL BE PICKED UP BY THE ROOF RUNNER MACHINE MAKING THE SEAMING PROCESS MORE DIFFICULT. THE UPPER PANELS MUST FIT INTO THE LOWER PANELS NOTCHES TO MINIMIZE THE MATERIAL THICKNESS TO BE SEAMED. BE SURE TO CRIMP THE PANEL UPS SHUT AT THE JOINT TO PREVENT THE POSSIMUTY OF THE UPSLOPE END JAMING THE ROOF RUNNER MACHINE, HUT 9. AVOID ROOF TRAFFIC DISTORTION TO THE PANELS BEING SEAMED. KEEP ROOF TRAFFIC AWAY FROM THE ROOF RUNNER IMPORTANT: THE OPERATOR SHOULD STAY IN A P091ION THAT MINIMIZES TRAFFIC DISTORTION. THE BEST P05TION 15 X TO 5' AHEAD, TO THE RIGHT OF THE ROOF RUNNER THE DPERA70R CAN! + KEEP PANELS ENLACED ■ WATCH SEAM AND ROOF RUNNER ■ STOP MACHINE AS NECESSARY ■ HOLD DOWN FRONT OF MACHINE ACROSS LAPS ■ WORK FROM SAFEST P05171ON ON A STABLE PANEL [1 E WI E REID MIDDLETON, INC. MAINTENANCE FOR THE SEAMER PLATFORM ALL MAINTENANCE AND REPAIRS ARE THE RESPONSIBILITY OF THE BUILDER. THE SEAMER PLATFORM MUST BE MAINTAINED IN GOOD WORKING CONDITION IN ORDER, TO FUNCTION PROPERLY AND SAFELY. DO NOT ALLOW THE SEAMER PLATFORM TO BE DROPPED, BENT, OR IN ANY WAY BE DAMAGED, REGULAR INSPECTION OF THE SEAMER PLATFORM IS ADVISABLE IN ORDER TO DISCOVER HIDDEN DAMAGE AND TO INSURE IT IS IN GOOD WORKING ORDER. IF ANY DAMAGE TO THE SEAMER PLATFORM AFFECTS IT5 SAFE USAGE, DO NOT CONTINUE TO USE IT. TO PURCHASE A REPLACEMENT, CALL THE ROOF RUNNER OPERATIONS DEPARTMENT, THE WARNING DECAL ON THE SEAMER PLATFORM MUST ALSO BE KEPT IN GOOD CONDITION. REPLACEMENTS MAY BE ORDERED, FREE OF CHARGE, FROM THE ROOF RUNNER OPERATIONS DEPARTMENT (818-763-0815). MAINTENANCE FOR THE ROOF RUNNER ALL MAJOR MAINTENANCE AND REPAIRS WILL BE DONE BY BUTLER MANUFACTURING COMPANY - ROOF RUNNER OPERATIONS. EACH MACHINE WILL BE CLEANED, WORN PARTS REPLACED, LUBRICATED, PAINTED, AND TESTED BEFORE BEING SHIPPED TO INSURE RELIABLE PERFORMANCE ON THE JOB SITE MINOR MAINTENANCE SUCH AS MASTIC REMOVAL, PROTECTION FROM MOISTURE, DAMAGE, SHIPPING BOX CARE, ETC,, ARE SOLELY THE RESPONSIBILITY OF THE LESS ALL QUESTIONS PERTAINING TO THE ROOF RUNNER SHOULD BE DIRECTED TO'. PLEASE REFER TO SPELT FlL ROOF UNNERS BY SERIAL NUMBER ON ALL CORRIESPONDENCE) BUTLER MANUFACTURING COMPANY 135M BOTTS ROAD GRANDVIEW, MISSOURI 64030 TEL: 816-763-0815 FAX 816-783-1717 ATTN! RDOF RUNNER CPS. MASTIC REMOVAL — THE EIGHT FORMING WHEELS ON THE UNDERSIDE OF THE ROOF RUNNER MAY BE REMOVED FOR CLEANING (AN 'L" SHAPED METRIC REX WRENCH IS FURNISHED WITH THE ROOF RUNNER TO REMOVE THE FEED WHEEL SET SCREWS). THE FEED WHEELS, WASHERS, AND SET SCREWS CAN BE SOAKED IN A SOLVENT BATH TO REMOVE MASTICS. NAPTHA OR MINERAL SPIRITS WILL EFFECTIVELY CUT BUTLER MASTICS. CAUTION — READ SOLVENT LABELS THOROUGHLY BEFORE USING. DO NOT SOAK ANY OTHER PART OF THE ROOF RUNNER — SOLVENTS WILL ATTACK THE RUBBER SUPPORT WHEELS AND REMOVE THE LUBRICATING ABILITY OF THE BRONZE BEARINGS IF SOAKED, THESE PARTS MAY BE CLEANED BY BRUSHING OR WIPING WITH SOLVENTS AND SHOULD BE DRIED IMMEDIATELY. THE FOLLOWING SKETCHES SHOW THE PROPER ORIENTATION OF THE FEED WHEELS, KNURLING DIRECTION, AND OTHER PARTS THAT CAN BE REMOVED FOR CLEANING. FEET) WHEELS MUST BE RE —INSTALLED EXACTLY AS SHOWN BEFORE THE MACHINE CAN FUNCTION PROPERLY. PAINTED PANELS — FEED WHEELS MUST PENETRATE THE PAINTED SURFACE IN ORDER TO GRIP THE PANEL AND MAKE THE SEAM, THIS WILL LEAVE NON—OB,JEGTIONABLE TRAOKS ON THE SEAM, A BUILD—UP OF PAINT CHIPS IN THE GROOVES OF THE FEED WHEELS WILL OCCUR REQUIRING CONTINUOUS WIRE BRUSHING TO INSURE AN ADEQUATE GRIP DURING THE SEAMING PROCESS, THE FREQUENCY OF CLEANING SHOULD BE DETERMINED BY THE MACHINE OPERATOR. MASTIC MUST NOT BE ALLOWED TO ACCUMULATE ON THE FEED WHEELS EVEN THOUGH THE MACHINE IS FUNCTIONING PROPERLY, AS MASTICS BUILD UP, A CERTAIN AMOUNT WILL MIGRATE TO THE INTERNAL PARTS CAUSING BINDING OF PARTS AND RESULTING IN IMPROPER FUNCTIONING. INTERNAL GLEANING IS CONSIDERED MAJOR MAINTENANCE AND MUST BE DONE BY ROOF RUNNER OPERATIONS. REAR GUIDE WHEEL NARROW HALF ON DRUB THIS SIDE RUBBER 1'00 rune,= SUPPORT O O 0 0 TYPICAL ALL EIGHT LOCA110N S FRONT GUIDE WHEEL. NARROW HALF ON THIS SIDE RUBBER SUPPORT WHEEL BEVELED WASHER ---FEED WHEEL WASHER —SET SCREW METRIC HEX. WRENCH NOTICE THE ANGLED GROOVES IN THE FEED WHEELS, THEY MUST BE RE -INSTALLED EXACTLY AS SHOWN! 'ED WHEELS GUIDE WHEELS AND RUBBER SUPPORT WHEELS MAY ALSO BE REMOVED FOR CLEANING BY REMO� SNAP RINGS AND WITHDRAWING THE AXLES MR-24 ROOF RUNNER OPERATIONS TIPS FOR TROUBLE FREE OPERATION—MAINT, uvH W om0 m CROUP NMEER; 02-064-01 RHE RMC r— CAMI MMM °^TE I B I P- D816 74 10D D I D1 /21 /10 =VIEWED FOR )E COMPLIANCE APPROVED OC r , 0 2 2015 Of Tukwila NO DIVISION SCRUBOLTS PART MARK COLOR DESCRIPTION 095B84 11 32 X 7 8', HEX HD. SS W WASHER 0961330 318 X 1 1 4", HEX HD W D WASHER 0%032 48 X 1 1 4, HEX HO W WASHER 097104 1 t 32 X 7 8, HEX HD, SS W WASHER 097196 3/8 X 1 , HEX HD W WASHER 097222 3 8 X 2, HEX HD W WASHER 097264 3 8 X 2 31A HEX HD W WASHER 097270 3 B X 2 1 4", HEX HD W WASHER 097271 3 B X 3 1 2", HEX HD W ASHER 097292 3 8 X Y. HEX HO W WASHER 0972BB 318 X 6'. HEX HD W WASHER 097351 11 32 X 7 8', 7-45 TGRX HD W 0 WASHER GRAY 097352 11 32 X 1 1 4', T--45 TORX HD W D WASHER GRAY 097351- _ 11 32 X 7 8", T-45 70RX HD W Wf15tiER 097362- 11 32 X 1 1 2", T-45 T= HD W A9'1ER 097353- it 32 X 27. T-45 TORX HOW WASHER 097604- 11 32 X 3 1 2. T-45 TQRX HD W WASHER 097267 SCRUBOLTAVI It/32" 1 Z HEX . 097456 SCRUBOLT NUT 23 84" 1 2 HEX SELF -DRILLING SCREWS PART MARK COLOR DESCRIPTim 044119 T-1 2-14 X 1 1 4 ', 5 167 HEX HD 097216 T-3 0-16 X 3 4", 5 16' HEX Ho 097274 T-3 1 4714 X 3 4, 3/87 HEX HD W 0 WASHER 097295 T-3 12-14 X 3 4, 5 16 HEX HD W WASHER 097296 T-3 2-14 X 1 1 4.5 16 HEX HD W WASHER 097354 T-4 1 4-14 X 1 1 3 V HEX HD W WASHER 097356 T-3 1 4-14 X 1" PHILLIPS WAFER Hid 097373 T-3 2-14 X 1 1 4", 3 8" HEX HD, SS W WASHER 097374 T-3 12-14 X 1 1 4', 3 8' HEX HD, SS W VY SHO 097405 T-3 5 16-12 X 1', 3 B HEX HD W WASHER 097406 T-3 5 16-12 X 1 1 2', 3 6" HEX MD W WASHER 097409 T-3 1 4-14 X 7 8', 3 8" HEX HD, S5 W ASHER 097460 T-3 5 16-18 X 1 1 4", 3 a" HEX HD W WASHER 097554 T-5 2-24 X 1 1 4, 5 16 HEX HD W 0 WASHER 097555 T-3 1 4-14 X 1 1 4, 3 B HEX HD W 0 WASHER 097230- - T-3 1 4-14 X 1 1 4 3/87 HEX HD W WASHER 497357- T-1 1 4-14 X 7 3 8" HEX HD W WASHER 097364- T-1 1/4-4 X 3 4° T-30 TORX HD W WASHER 097365- T-3 12-14 X 1 1 4", T-30 TDRX HD W WASHER 097529- T-5 2-24 X 1 1/ 2', T-30 TCRX HD W WASHER 097584- T-2 2-14 X 1 1 4", 5 1G' HEX MD, SS CAP W WASHER 097505- T-5 2-24 X 3 1 2", T-30 TORX HD W WASHER 553D7 T-3 1 4714 X 1 1 4', 5 16" HEX HD WIG T-3 1 4-14 X 3", 5 16- HEX MD 55312 T-3 2-14 X 1 PANCAKE PHIWPS SOUARE DRIVE 55320 T-3 1 4-14 X 1 1 2 576 HEX HD 56101 T4,5 12-24 X 1 1 4" 5 16' HEX HD 56450 T-2 12-14 X 1 1 4" 5 16" HEX HD W WASHER 566B1 T-2 12-14 X 1 1 2" 5 18" HEX HO ° " HEX HQ. Q CAP l(WASHER MISCELLANEOUS FASTENERS PART MARK COLOR DESCRIPTION 095050 MACHINE SCREW 114 X 3 4 HEX HD 00051 MACHINE SOTE 1 4 X 1' HEX HD MOM MACHINE SCREW 1 4 X 3' HEX HD 095DB2 NUT. MACHINE SCREW 1 4.", HEX HD 095241 NUT, 1 4" FIAT SPEED NUT 095095 T-A 0 X 3 4. PAN HD SHEET METAL SCREW 097D86 T-AR)10 X 3 4', TRUSS HD SHED METAL SCREW 097190- NUT, 1 4-20 S5 FLANGE NUT HWRfl.F- T-AB 17-14 X 1", 5 16' HEX HO, 55 CAP W WASHER BLIND RIVETS FASTENER COLOR SUFFIX CHART SUFFIX COLOR SUFFIX COLOR 10D = COOL IGLOD WHITE 112 = COOL SHELL GRAY 101 = COOL IVORY WHITE 113 = COI'J1. DESERT BEIGE 102 - COOL SOLAR WHITE 115 = COOL OCEAN BLUE 103 - COOL BRICK RED 116 - COOL ORAY STONE 104 = COOL COUNTRY WHEAT 117 - COOL CUFFM PENNY 105 = COOL HARVEST 110 = COOL METAWC SILVER 108 = CDOL SAFARI BROWN 119 = COOL JADE GREEN 107 = COOL PALM GREEN 120 = COOL BRIGHT RED 108 - COOL MARSH GREEN 121 - COOL PARCHMENT 109 - COOL EMERALD GREEN 122 - COOL OLD TOWN GRAY 110 = COOL ONYX BLACK 141 - COOL BIRCH WHITE 111 - CDOL MA"ESM BLUE VNPNTD = UNPAINTED LOCK -RIVETS PART MARK D1:SCRIPTION 096298 9 32" X 1 3 327. 'A' HD W EA.ACK WASHER D96 32" B X 1 3 32", '8' MD W GREEN WASHER DBM2 9 32" X -L 11 32', "A' HD -W/SLUE WASHER 096553 9 32' X 1 11/32", "B' HD W GOLD WASHER FDAM TYPE SEALANT PART MARK DESCRIPTION 55018b 3 6" X 3 4' X 513' ROLL 56D201 3" X 3" X V-10" STRIP 560358 5NI X 5 1 X 36 ROLL SEALANT PART MARK DESCRIPTIGN 016608 GRAY SKINNING SEALANT D25392 WHITE NON -SKINNING PANLASTIC SEALANT 80531 IMMERBOND FLEXIBLE SEAL ADHESIVE 5OU460 FLEXIBLE FLASHING ADHESIVE TAPE MASTIC PART MARK DESCRIPTION 025390 3 16" X 1 4° X 40' ROLL 10 ROLLS PER BOX 027593 1 ° X 1° X 25' 5 ROLLS PER BOX 042715 10 X 1 1 2° X 40' ROLL 042717 1 8' X 1" X 2'-0 1 4 STRIP 64 STRIPS PER BOX 54103 1 ° X 3 7 ° X 100 ROLL FOIL STRIP 5 ROLLS PER CARTON 560562 1 16" X 1" X 40' ROLL 5 ROLLS PER BOX 560564 3 16 DIA, X 40 ROLL 10 ROLLS PER BOX PANEL CLOSURES PART MARK DESCR PT1ON 026645 OPT BUTLERIB RIBBER BASE CLOSURE 026649 OPT BUTLERIB FOAL BASE CLOSURE 3 025654 BUTLERIB RUBBER ROOF CLOSURE 10 23 32" MQUO MR-24 RUBBER CORRUGATION CLOSURE EWS8 MR-24 LOCK SEAM PWG SBD34S MR-24 PLASTIC CORRUGATION CLOSURE 57D452 OPT. STYLWALL FLUTED FOAM WALL, -,CLOSURE 2'-8' 57D555 BUTLERIB OUTSIDE FOAM WALL CLOSURE 3' 57D597 SfYLWALL FLAT FOAM BASE CLOSURE V-4" 57DB74 STYLWALL FLUTED FOAM BASE CLOSURE 1'-4' 570730 OPT SHADOWALL RUBBER BASE CLOSURE 10 11 16 570731 OPT, SHADOWALL FOAM BASE CLOSURE 3 570776 SHADOWALL OUTSIDE FOAM WALL CLOSURE 3 ARPCP6 VSR II CORRUGATION CLOSURE ARPHCP VSR II HIP CORRUGATION PLUG 3' BRCCL12 6UTLE,RIO CANOPY CLOSURE 12' 8RCL1 GA OPT. BUTLERIB WALL. CLOSURE 16 .75:12-3:12 BRCLIOB OPT. BUTLERIB WALL CLOSURE 107 3.1:12-4:12 BRCL12 OPT. BUTLERIS WALL CLOSURE 127 .25:12-1:12 BRCLEI2 VSR II EAVE CLOSURE 127 W BUTLERIB WALL CLE12A BUTLERIB EAVE CLOSURE 12', 6 3 4" CLE129 BUTLERIB EAVE CLOSURE 12 W BUTLERIB OVER 4:12, SHADOWALL OVER 1 2,12 CLE12C MR-24 EAVE CLOSURE 12 W STYLWALL OR SHADOWALL CLE12D MR-24 EAVE CLOSURE 12 W THERMAWALL OR TEXTUREWALL CLE1A MR-24 EAVE CLOSURE 12' W BUTLERTB CLP2 MR-24 PANEL CLOWRE 2'-1 1 2" MRCLE12A CMR-24 EAVE CLOSURE 12' W THERMAWALL OR TEX UREWALL 10 3 4" MRCLEI213 CMR-24 EAVE CLOSURE 12' W THERMAWALL OR TEXTUREWALL 1'-1 3 4' SHCL12 OPT. SHADOWALL WAIL CLOSURE 12' .25:12-4:12 SHCLEIIA VSR II EAVE CLOSURE 11' W SHADOWALL 91C12A VSR 11 EAVE CLOSURE 127 WIT11ERMAWALL, TEXTUREWALLOR FLAT STYLWALL SIC122 VSR II SAVE CLOSURE 127 W FWTED STYLWALL SICLI31A STYLWALL FLUTED METAL TRANSITION BASE CLOSURE 1'-4' SIICL818 STYLWALL FLAT METAL TRANSITION BASE CLOSURE 1'-4" TLCLB_ BUTLERIB W TL.S PARTIAL WALL HEIGHT EAVE CLOSURE TLCL14 MR-24 W TLS PARTIAL WALL HEIGHT EAVE CLOSURE TLCLV- VSR II W TLS PARTIAL WALL HEIGHT EAVE CLOSURE Nil r -- 1(� L REV FOR c_oDE CO LIANCE inn OCT 0 r4 2015 City of I ukwila BUILDING IpIVISION BMC COMMON WAREHOUSE PARTS AWN BY C=m BY I UP NUMER; BJF OtAM °"'E '°� °� B I P- 08176 4 102 �. ,. N f 1l6 t 1la r Dl1Ei 1�15 1A� �_ B•1/� ��1� 122 14 v PIECE IN FLAT PIECE IN FLAT PIECE IN FLAT ' 1/D PICTORIAL I PICTORIAL t'IrT_aRIAI T 2 112 5 J OSURC - BRII BRCLI '✓ A CLOSURC - BITII B1 C L 1 2 WALL WALL hI RII WALLt,I•�FBR(;LE12' CORNt TRIM R T I 2"CLOSURE - BRII BRGT20 Tor TREim GE CNaFBRRETT BASE TRIM BT1,2A RI I TO MR- IRE CLE 1 A A31111� 5 ,0 2.112 ape � ¢ � r O P N IJIE:C,F. IN KLAT �j� a 1H 3lgfo- Q 46 r PIC I OKIAI r 2 iadEl �7116 � 4 3116 I j� 0�3fdNCR BASE Lill II""I'IKIMIFFIRj�'LE1 A G EURF CLPI OR RIGI T(Rj) TB2 ERIP GLITTER DG 1 2 FL LASH I fir I DSF1 2 ATPCI IIIIICNT DTA 'A' TI IRU E" ET12_ OR RIGHT R)) [GEC1 _ '3tk2.1i 215/32 122 122 122 9 �a � a {� t4 W 4 r a SIDE VIEW I.1 FICIORIAI r%IC' PJAI L 4.314 ,LIIIFR4.1 J FIGTORIAI �n kll)tih hNl] RBT1 SUPPORT , T �LlTTCR GTR 5 IMSIITmMR- CORMI-H ICT1 2 "I�' Tl F rFa'FIRT10 L� �O AM L, T M UAW: LK4R'i�" ' •' RGT20. RIWEMR 24t)� MRRET BOTTOM Y TAal 1/8 9 �•B/16 10-518 1 91/4 � 4-11H !rblH t AOL el-VOMAL PICTORIAL 4-1/2 Nlf:l {]htl�ll of SOFFIT TRIM ST2 "A'ORPON � sT10 _ 'A�TMRULL ��I ��F Al 0 SUPPQRTWALL htT Wssio �' MR•-2� � 560100 �u PORT 0 0000 ASBCM6LY I�, 1630043 Gul'MANGER 6 00 ( 7 3 �D � r � r � 9-13l16 PIErW)RIA1 211116 EXI�KIi]I+I hkl FI-UOR '% '% U H FiUOR $1r)F O.H. DOOR SIDE U H r}ODR.$1nF O.H. DOOR SIDE D FOR CORNER STYLWALLIIIJ ECT1 A OSTYLV4►ALLRMER IM ECT1 6 STYI.WALL ICIR1 S11DG12tH F►NF(} 'FMFNT i 0 f 5 3TY "E'rr II [�l V A ST1'LWALTRIM MaiL IIFS11D12B 5Ti'LWALL II SlID12C TRIM LEFT T5TYLWAL II S11D � L,eE MPtIANCE COVED Iq I *TRIM COLOR (COTE* OCT 0 2 2015 OCT 0 DESIGNATES COLOR I UE City of Tukwila C DIVISION STANDARD TRIMS REID MIDDI__ETON, INC. mok"yr OEM BY GROUP NUMBER; — — __....__C5F RJR RE FREEAR ant RCYmOi °"" 0 P- 081768 01 02 28 13 D6 25 13 NOTCH I: SOFFIT TRIM -' SOFFIT TRIM END DETAIL FIELD NOTCH AND BEND TO FORM END CLOSURE FOR SOFFIT TRIM I ' WALL PANEL T SIDEWALL 1 1 SEE 'SOFFIT I J TRIM END DETAIL' I I `-SOFFIT TRIM �CORNER ENDWALL TRIM BUTLERIB II SHOWN OPEN ENDWALL CORNER SOFFIT TRIM SIDEWALL CUTTING DIAGRAM TRANSITION OR RETURN TO WALL SEE 'SOFFIT TRIM END DETAIL' SOFFIT TRIM (SrDEWALL) FIELD CUT AS SHOWN AND SLIDE INTO SOFFIT TRIM ENDWALL EAVE STRUT INSULATED F KAKCKA OR AKI FY IL71.G EAVE SAVE O RAKE CHANNEL OR GABLE ANGLE a SOFFIT TRIM ENDWALL OVERHANG CORNER CHANNEL OR E ANGLE I CORNER TRIM BUTLERIB II SHOWN SOFFIT TRIM EN13WALL CLOSE ENDS OF SOFFIT TRIM AS SHOWN IN *SOFFIT TRIM END DETAIL' CANOPY CORNER Cc[� �T 11� REID MiDDLETON, INC. REV D FOR CODE C MPLIANCE AP ROVED OCT 2 2015 City c r Tukwila BUILDIMP DIVISION SOFFIT TRIM DETAILS An BY OWED In DMP NMER; 01-01a-02 BJF RHE %i4 / r% '�°° 8 1 P-104544 01 BUILDING LENGTH -0" MAX, SPACING FOR EXPANSION JOINT I 100'-D' MAX. SPACING FOR EXPANSICN JOINT APPROX• Y \ GUTTER STOP (M52) ww PANLASTIC (027093) INSTALL AS SHOWN CENTERING PANLASTIC OVER HOLES I IN BOTH DIRECTIONS 1w WELD IN PLACE REQUIRES A WATER -TIGHT CONNENON —J t STEP 1 (PANLASTIC APPLICATION) GREEN WASHER :;2-1/2" STD. SPLICE 20'-0° 3-1 2" (APPR+OX.) 0 CPO 4 l llp a o a 20'-0" I r2 1 2' STD. SPLICE v a a o a a a c is It In e o ( 6"_ I EXPANSION JOINT RECOMMENDED FOR RUNS EXCEEDING ICV IMPORTANT NOTE: EXPANSION JOINT SHOULD ALWAYS OCCUR AT MAJOR ROOF PANEL CORRUGATION. FIELD CUT GUTTER IS NECCESARY TO ACHIEVE EXPANSION JOINT REQUIREMENTS. PLAN VIEW EVANSION JOINT MEMBRANE (63006D) CENTER LENGTHWISE OVER EXPANSION JOINT LOCKRIVETS (M306) 5HIELD (5MWG1) PUNCH HOLES THRU (2 REQUIRED) MEMBRANE BEFORE INSTALLING LOCKRIVETS I STRAP (830064) LOCKRIVET STRAP M MBRANE R p` PANLASIIC SHIELQS GUTTER 1' GUTTER STOP -- SECTION A --A STEP 3-- (SHIELD INSTALLATION) PANLASTIC (027093) INSTALL UNDER CLOSURE STRIP (SEE STEP 3) STEP 2 (MEMBRANE INSTALLATION) ERECTION DRAWING SCHEDULE BLDG. SYS, DRAWING TITLE DRAWING N0. ROOF VYI DESPAN "MULTIPLE GUTIER STOP FLASHING" P-105524 BR II P-105525 MR-24 "MULTIPLE GUTTER INSTALLATION" P-105522 BR II P-103523 MR-24 ID r��J()[��IC� REID MIDDLETON, INC. BUILDING IVISION MULTIPLE GUTTER EXPANSION JOINT DRAWN BY cmvu or GR(XJP NUMBER; 01-008-02 QrRnFAg WE MV50 EAM g P-105533 OD 01211D D12110 c TOP OF BASKET. COVER WITH WIRE. A ROLL OVER EDGES AND TACK WELD. 0070M IS OPEN. WIRE ANGLE / `— SECURITY TACK WELD ANGLE TO WIRE THIS END OF SCREEN MUST AT SECURELY INTO COLLECTOR BOX DOWNSPOUT SIZE MAXIMUM EFFECTIVE DRAINAGE AREA PER ONE DRAIN Sty. FT. OF ROOF RAINFALL PER HOUR 4" e B' lop 4" DIA. PIPE 7,070 5,11 D 3,1330 3,070 5" DIA. PIPE 11.450 7,530 5,730 4,580 6" DV. PIPE 1 16,76E 1 11,174 1 8,380 1 8,71)0 1. THIS IS A SUGGESTED METHOD OF FIELD MAKING DOWNSPOUTS FOR BUTLER'S MULTI -WIDTH, INTERIOR VALLEY AND INTERIOR SAVE GUTTER. THESE PARTS ARE NOT AVAILABLE FROM BUTLER MFG. 2. NO —HUB COUPLING (BY BUILDER) TD PROVIDE EX— PANSION BETWEEN GUTTER AND DRAIN PIPE 3. PIPING FOR DRAINAGE SYSTEM FROM THE COLLECTOR BOXES MUST BE DETERMINED AND SUPPLIED BY OTHERS 4. FOR GUTTER INSTALLATION SEE STD. DRAWINGS. INSTALLATION NOTES: FIELD LOCATE DRAIN LOCATIONS AND THE REQUIRED NUMBER AND SIZE PER CHART ABOVE. FIELD CUT 7-1/2' HOLE IN BOTTOM OF GUTTER. ALIGN COLLECTOR BOX ASSEMBLY FROM 601TOM SIDE FIELD WELD AS NOTED BELOW, ALL WELDED JOINTS SHOULD BE WATER TESTED FOR LEAKS BEFORE FINAL INSTAL- LATION, DRAIN SPACING SHOULD! NOT EXCEED 72 FT, WELD NDTE5: WELDING MUST BE DONE BY A COMPETENT WELDER FAMILIAR WITH STAINLESS STEEL AND ASSEMBLED BY SUGGESTED PROCEDURES AS SHOWN ON STD. DRAINING P-105846t III COLLECTOR BOX SCREEN 71 2' FI.A0- 5' B 8 5/16' w I I WATERTIGHT R i MELD r� /—VARIES - 4", 5', AND 6" SEE CHART BELOW COLLECTOR BOX SCREEN, INSTALL FlRMLY 5 11 INTO COLLECTOR BOX. COLLECTOR I "—FIELD CUT OPENING BOX AND WELD, SEE NOTES. NO —HUB COUPLING I PIPE (BY SECTION THRU GUTTER MATERIAL, WIRE SCREEN— 1/27 X 1/2' X .063 DL4 STAINLESS STEEL TYPE(302 OR 304), ANGLE- 1 /2" X 1 /2" X 16 GA. (060) sTAINLESS STEEL TYPE 304 (28 FINI5HED) ALIGN AND TACK WELD ANGLES (ALL CORNERS) SECTION A —A SECTION B—B '47 MATERIAL; 16 GAS (.060) STAINLESS STEEL TYPE 304 (28 FINISH) FULLY ANNEALED. TUBE -SIMILAR TUBING OR ROLLED SHEET OF SAME MATERIAL NOTE: MAKE ALL JOINTS WATERTIGHT AND UNOBSTRUCTED FOR FREE WATER FLOW, 7 1 /2' X 1'-C �����QR g0X REVIE CODE C API` OC I City c BUILOIf SUGGESTED FIELD FABRICATION COLLECTOR BOX AND SCREEN 0m °T IV In oR4UP NIJABER� 01—OOA-01 MT MM D" XMM WEB P-107134 01 01/21/10 08/12/10 ;D FOR PLIANCE 2 2015 Tukwila 'DIVISION LEGEND: SURVEY MONUMENT PROPOSED TYPE 11 CATCH BASIN O EX. POWER VAULT © PROPOSED TYPE I CATCH BASIN EX. LUMINAIRE (LUM.) PROPOSED STORM DRAIN. FLOW ARROW PROPOSED STORM DRAINAGE LINE EX. LOT LIGHT PROPOSED TRENCH DRAIN EX. POWER POLE -o- PROPOSED SANITARY SEWER LINE EX. JUNCTION BOX PROPOSED SANITARY SEWER CLEANOUT EX. CATCH BASIN (CB) PROPOSED WATERMAIN W EX. CATCH BASIN (CB) TYPE 2 O❑ PROPOSED FIRE HYDRANT EX. SANITARY SEWER MANHOLE (SSMH) 0 PROPOSED WATER VALVE EX. GAS METER ® PROPOSED CONCRETE BLOCKING —1 'GAS EX. VALVE; ixi PROPOSED 90' BEND --� EX. WATER VALVE (WV) PROPOSED SPOT ELEVATIONS 2 3.20 EX. FIRE HYDRANT (FH) EXISTING SPOT ELEVATIONS MAIL BOX o x1°°o EX. WATER METER 91 EXISTING CONTOURS EX. SIGN -a- PROPOSED CONTOURS EX. WATER LINE ----------- -- EX. SANITARY SEWER LINE EX. STORM DRAINAGE LINE _ _ _ _ _ _ = EXISTING PAVEMENT EX. POWER UNDERGROUND - P(UG) EX. POWER OVERHEAD P(OH)--v\ PROPOSED PAVEMENT _ 4b 11 ME EX. METAL FENCE *** EX. WOOD FENCE PROPOSED CONCRETE EX, CONTOURS d LMLffY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON' STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 0 COVER SHEET N55 N7POND \g T3 ' " ►�--- �5 0° �--'/�.�.-��� �-.'�''.�.-/� %, � /� ``�� \ fir- C' pop 0- EXErrNG N72 00 35 E 14.42 n Q�1'" � -� ..0. No Changef of Work ,•lam . ' J • `\ • ukv ItiOTE: RaVfSiOr ,. and may inc+l :^r / ' O r,. yt:� yi:.y. .y;r•. l'/" l 1,r% � t`t1t 1 t`t ' A. • yl �h ` •y, a - , „ 't t,._^•• /,.i � � t tt '` as '".. •=�:�<;�t Ir` '�t t -~----__•-..�.,,\ r/ _"����;•.. 'ti,,,.-- :'•,fit �'' / r>4f-%'` '••� > i'•:':'`n by F � t+►' t ��;,rL,,:,�>r; •,%r i- ,,fit '� 5 r �' • n'Y•r a `�. ..: )!Mi'f h9'1S: n•••'l':.v�'�" � �• .. ✓•'•./''�•. � p N33'13'EXUrM \� •t � � �'�+,, r !'� tT 3 ..cam' ` } r.6�.v3., �.., •t y..i�•, t,5\,\ �A•y t 4 y : r' �� , - .+.. .-y': i•/at.r" t.} .9,• 4 tt, ✓ ✓ r,t.t• 1✓,�. - r_.;;K` 9('..'f�' '', �'�>.�'`�T; :.�tl,'at•:•}„\sr`'.;� \\�"• .-�„`t,'C"'_ 1 .-*'rro,,,-.••,.. . b Fr a,'� ,d:, '� �y :,. e"� �Y,Y,', i��' ` � � in. ;'`.a'• .,mot;. •(\\ \` r� ' \�:\� ',r r "" . ,% i 7',.<r•C:,t . ��\\ : �a.i" % y � � , • ' a Jr �.. a r' A" .Y1',a: _ "." t, T a '' tL�'.. ;� ' ., �'r✓,ra .. • � „K�': :.;:•: ' a •rn t� is • •`'','' ' r ''Y' ' ,' !"' n,\ : ✓s • •; v w"•,;,lG, a.';, .�,''f ,sty •' rd... f: • !j/�\`aY/• •;'Y�.'i• A •'' %: �` ••,'. �, bra"•, ',t't + •��rY .Y. !� �•; ;/.,'•`.%/t•^'.'.. a .�: ` ,•'T4' EXOMM s.. '�t +:. i6•.:. -".,r,!`T'i. •• stT lam' :'sy !%:, '' :/ r �. sit a t • , $'.,•.. ,.!'•v \• .:.-";.';, ti. ' i !f l ".• \vim•. •• ;• ' . / } .' 'v' a, •• fib•' � f• .. a••Y '•y t. ';Y, �d >.ri� .• i•..; •'' •.1i1 1 ., t., a �v �' �t•' \ :i •, r,l�� ..�.t a.l $' •�\ - t.,�,Ya. `.,} ." `°t:- •'•fit .lt •k � `�� r�i✓ 't ra. • ro'' „' .r• YR. i' ' . � 't , , ..t: �W"t it Syr •- .n'-ar'Y' .r► • • '.�•'•'�•• .tt fit: 1 ,z"y���3iJg✓'�'^' t a. ; ^ .7 •:: ` Y `''-i,.aT , •r Rm eA { : m5 Y r HORIZONTAL DATUM — NAD83(2011) THE BASIS OF BEARINGS FOR THIS SURVEY IS NAD83(2011) BASED ON A LINE BETWEEN WSDOT MONUMENT ID NO. GP17405 AND WSDOT MONUMENT ID NO. 5371 TAKEN AS SOUTH 34'49'31" EAST. VERTICAL DATUM — NAVD88 THE VERTICAL DATUM FOR THIS SURVEY IS NAVD88. WSDOT MONUMENT ID NO GP17405, BEING A FOUND WSDOT BRASS DISK IN CONCRETE SIDEWALK ON EAST SIDE, NEAR THE SOUTH END OF THE 66TH FtEVlSiONS _, •' AVE S. OVERPASS WAS HELD FOR ELEVATION BEING 58.67 US FEET. Ilet) bo M de to the scope PROCEDURE / NARRATIVE lthOUt prior approval of B Building Division. A FIELD TRAVERSE USING A "TOPCON QS" TOTAL STATION, "TOPCON "TDS Will require a 118W plan Submittal GR5" AND RANGER" DATA COLLECTOR SUPPLEMENTED WITH GPS AND FIELD NOTES WAS PERFORMED, ESTABLISHING THE eadditional plan review fet5. ANGULAR, DISTANCE, BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. THE RESULTING DATA MEETS OR OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. DATES OF SURVEYS: SI-N FIELD SURVEY BY BARGHAUSEN CONSULTING ENGINEERS, INC. t._I�l���' REQI�I+�E� CONDUCTED IN MARCH 2O15 r ��' 048C118nloW TAX ACCOUNT NUMBERS: 242304-9063 ICst g PROPERTY ADDRESS: iurrlbing 7300 FUN CENTER WAY, TUKWILA, WA 98168 Gas Piping City Tukwila SURVEYORSDUNDERGROUND NOTES: Of Ult�NPiVISION 1. AND FEATURES DEPICTED HEREON ARE BASED ON FIELD OBSERVATION, MARKINGS, DEVELOPMENT PLANS, AND/OR AVAILABLE RECORD DOCUMENTS ONLY. THE TRUE LOCATION, NATURE AND/OR EXISTENCE OF BELOW GROUND FEATURES, DETECTED OR UNDETECTED, SHOULD BE VERIFIED: RLE W 2. ALL DISTANCES ARE IN US FEET 3. BOUNDARY SHOWN IS PER CITY.OF TUKWILA BLA NO. L98-0028, Permit NO. • REC. NO. 9806309017. NO CURRENT TITLE WAS REVIEWED FOR THIS SURVEY; THEREFORE, NO EASEMENTS OF RECORD, IF ANY ARE Plan review approval is subject to errors and om ssioffht SSHOWN S A HEREONLIMITED AREA SURVEY FOR INFORMATIONAL PURPOSES Approval of construction documents does riot ace:horixe LY. the violation of any adopted code or ordinance. Receipt Of approved Field Copy an ditions is acknowledged: INDEX TO SHEETS: Date: < < -^�' City of Tukwila C1 OF 5 COVER SHEET ., BUILDING DIVISION ` C2 OF 5 EXISTING CONDITIONS MAP C3 OF 5 PRELIMINARY TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN C4 OF 5 PRELIMINARY GRADING AND STORM DRAINAGE PLAN C5 OF 5 CONSTRUCTION NOTES AND DETAILS These plans have be reviewed b P Y the Public Works De artment for 50riformance with current City standards. A96pt�jnce is subject to errors and omissions which/do nit authorize violations of adopted standards oyordinances. The responsibility for the adeq cy of the design rests totally with the designer. A iti deletions r revi i gne oo sons to these drawings/7fter t is date will void this acceptance and wil regt�;i're a resubmittal of revised drawings for su sequ/ent approval. I i�ial a,vceptance is subject to field inspection by Ae Public 'Works utilities inspector. • Date . By. L1 OF 1 LANDSCAPE PLAN �E WED FOR CODE COMPLIANCE R='i;;::iV`IJ CITY OF TUKWILA APPROVED OCT 0 2 2015 JUL 2 8 2015 PERMIT CENTER City of Tukwila BUILDING DIVISION C O_ •N z W "r w 0 03 0 Z °C UL LL 0 I 0 a U m o z W W U .. z J LL J �f• U- \�y K. Bq4 H Z 25672 O �� "/ S T NA L ECG N U v. C N U � YI � �I � 0 M a� 0 0 a U Q .0 (n UJ U Z Z W og V) W Z Q zLC W Q N O gZ CL N 00 zx N a) (0 I w ( Z Zw Q L0Lr) Z L0E-�� w 0 UJ N N. e D o •ONE. 3 ®� ��0 6 LU D C00 a LO S s: N � z o o q-■ 3 CALL BEFORE YOU DIG: EXISTING. CONDITIONS MAP 1-800-424-5555 FOR FAMILY FUN CENTER A PORTION OF THE NWY4 & THE NE/1/4 OF THE SWY4 OF SEC. 24, TWP. 23. NORTH, RGE. 4 EAST, W.M. 1 =20' CITY OF TUKWILA, KING COUNTY, WASHINGTON X\\ 0 10 20 40 r� 6 28.94 N55-22- Ix 92 ORDINARY HKIH WATER MARK WATER LINE 29.47 -2015) 0, AS MEASURED IN THE FIELD (3-31 ON 6-31-2015 -'z' .55 ORDINARY HIGH WATER MARK 001 AS MEASURED IN THE FIELD @11. 8 ON 3-31-2015 21- 0 2 28.60 29.24 ?k 9.59 x 10.97 2 00-01 14.0 ORDINARY HIGH WATER MARK AS MEASURED IN THE FIELD 00, 'x ON 3-31-2015 x 44 61 03 0 1 4 WATER LINE, 0-11 x 28.59 '36-5!!�E --- 1 (3-31-2015) .0*1 JAI r wool- x 9.23 N7r3O'35"E X5� F55.00' 49- x EXISTING 28.00 POND x 10.71 r 0 .60 --1 0 X'o (E)2 6 14 24 61 nnxx 16 7 0 1 x 9.70 \ WV 2 x 9.5�� x 9.69 _gl 4 �� I 3 IK - - '-, -" I Z (rxE)) 8. I --- 1z x 10.66 0.98 A=20 I dx) 11 5 0=1860.08'/ x 14.99 27.49 \W� V=655.61 Op 3.42 nx 12 5 R.2 20 4AI-76 x (xl x 29.32 Ky nx '4x 7� 9 "�"W L x 2 E �K� �2 " 011 "mom q1N 30.65 LIANK PH mg-gg-m 100'SH P�ELINE 18ETEIACK\,-� 30.55 LI rKUItt� IUN AZILML 30000 t 05022 E X. WA-IG K 3 x RIM=31.2,5 U EX. CATCH BASIN IE=26.79 RIM=31.58 RIM = 31.24 IE=2 IE=27.04 (18- E) .61 (NOT DIPPED) IE=26.74 (18- T as c LINK as A as WO On A EX. GATE 31.66 .28 \ CATCH BASIN tl\ 31.15 EX. CHAIN LINK SE NW FE 032.74 EX. SSCO MOW APPROVED A X x 31.90 AUG 05 2015 EX CATCH BASIN tM,= 29.87 cAty of Tukwila (NOT DPRI�D) 'H BAI (E)3 PUBLIC Works 3IN .EX. CATCH BASIN 31.36 (E)32 3 . 1.88 EX. CATCH BASIN RIM = 31.59 RICH BASIN (NOT DIPPED) RIM=31.59 LML" QONEUCT NOTE- (8- NW) < El�.\,YAR D DRAIN 4 CAunON: \RIM 32.19 . 41- . 4. . CITY OF TUKWILA (NO IPPED) THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE 28 2015 4,& UTILITIES AND SURVEYING'THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. I-e -5 THIS SHALL INCWDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOUNG 2�4 4 NS OF NEW UTILITY CROSSINGS TO PHYSICALLY TCH BA TYPE ... ...... ALL OF THE EXISTING UTILITIES AT LOCATIO . 'I. . V-- t ERMIT CENTER ' I - - ' :4 VERIFY WHETHER OR NOT CONFLICTS EXIST. 32.30 4- 23 LOCATIONS OF SAID UTILITIES AS SHOWN ON THE x SE 32.30 1 01" ARIATION. -21.9 (1 E) PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO V EX. YARD RAIN. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN =2 REWEWED FOR) =21. 36 KIM Z -.1 �dl 32,; CONSULTING ENGINEERS, INC. TO RESOLVE 2 S\V 3 A.50 ALL PROBLEMS PRIOR TO PROCEEDING E-21 CONSTRUCTION. WITH �2.410 40 o' 4 00000 CODECOM PLIANIQ�, (NOT A 4 POLEAPPROVED Id .4. 4 -V CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE A WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND UL 1 0 2 2015 -11 4% REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION A 4. .43 EX. ROOF DRAIN ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A 5 REGISTERED LAND SURVEYOR.. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS 41 .1 . ...... A 'A .. . - 4 - - MAY BE OBTAINED FROM THE WASHINGTON STATE. DEPARTMENT. OF NATURAL -1190. EX. :A >: ity of Tukwila 4 '-1.32.16 RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 0�01 jOING DIVISIQ I.. A \.A m 4 WASHINGTON STATE DEPARTMENT OF NATURAL R ESOURCES '.�A, 4/. PUBLIC LAND SURVEY OFFICE v 1111 WASHINGTON STREET S.E. '4 -.4 P.O. BOX 47060 ilt OLYMPIA, WASHINGTON 98504-7060 ...' - \� , �', _-4': EXISTING BUILDING A. -'x'3U8 .54 .000 EX/CATCH UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR 32.41 RIM=30.20 I j,j .4. A DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND 25.95 (8-- --'Ab, /'A - 'N94 X. CATCH. -EfiSl 3 AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE 0 '�? V., z',- AEZ5.89 (12 R 0 APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE 4 flWl 9 1!!�bjX ��53�S( 4 RESPONSIBILITY OF THE CONTRACTOR. 0S '(8 28..79.(8 NWhj--1 4 a .2 L: a z F- a z 0 0 0 z F= cr) W-4!� Tr Ir W W 0 z D U. U- cc W z W 17 z D U. U- D F- -6 41 c 0 0 04 0 cn N 0 all :E 3: W 10 CL 48 -17 cn W 0 Z UJI V) 2 LLJ ZD 2-7 x L<, tz- Z W Ljj >< :2 z 0 C-4 C14 04 00 .0 CD W ;z z 00 0)(0 N r- 00 5; m Z W -0 14 04 r- LO LO W W Z E U-) F-7 N N LID L0 W CN 00 Z: Lij C4 04 e n I-- \e OW 01 1, 01147 pll�g',�'�11111 �(D 01 z 0 (1) 46 W C-41 0 1- -;p Q) DEMOLITION/T.E.S.C. KEYNOTES Q1 EXISTING CATCH BASIN/YARD DRAIN TO BE REMOVED. �2 EXISTING SANITARY SEWER CLEANOUT TO BE REMOVED. O3 EXISTING CONCRETE SIDEWALK TO BE REMOVED. ® WALL OF EXISTING BUILDING TO BE REMOVED. (D PROVIDE CATCH BASIN PROTECTION ON ALL EXISTING CBs ADJACENT TO CONSTRUCTION PER DETAIL ON SHEET C5. © EXISTING GATE/FENCE TO BE REMOVED .m.y t t } ', 'i , t > x r` !� ., t .. 3 � :.,Y. � •,. ` %" , '^:. d �` III. � k M ',. r ,. c s .:� �. f i '' @@ } ll , �. � "' t'..•,..,„,.„w..�. ..,w,..,._.w. �,...,.w...wnw._. �,...w:.,.w 3 �'., 4a a �......,.,-.... � , ,i a ......,. to i � A PORTION OF THE N % THE NE/4 OF THE SW% OF SEC. 24, T P. 23 NORTH, RGE. 4 EAST,. W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON �//o/ ox / \ \ x 28.94 / i z z �/� O 4 \ ORDINARY HKaH WATER MARK WATER LINE 51y��/ / / / 24.92 /.--'' \\ \\ \ zs.a7 (3-31-2015) �/ x 6.�,�� \ / AS MEASURED IN THE FIELD 12.55 p� \ \ \ ON 3-31-205 ORDINARY HIGH WATER MARK i -'' / / / AS MEASURED IN T!r���,\ HE FIELD ON -31-2015 29.24 ORDINARY HIGH WATER MARK I �'/ �/��p ,.� /�/' //' 14.08 / �' \ \\\ 7-7 AS MEASURED IN THE FIELD / r /� //�/ 1� �% /" // \ s. \ \� ON 3-31-2015 t / / x 44, � s, '�� ���� / t t. 3 ^ t \\ \ � �O WATER LINE +3g'E a ��' - �. �� / , / -- // / / x \ ` ` \\\ \ x 28.59 (3-31-2015) i NyTy3►�0nt��, r/,.-�,'".-r.-'/�" ''f / ' » -\� / J"" 1 �'�`'rr x 22. / x 9.23 N7T30 35 E 7- -1, 4/ / ,' .� �'" o \ G� - Cv z EXOTING \ I \ \\ , I// X y\A\\ - (x 28 6 G 24 14. ti- -- `X �- 4. / x 10 �� 9.70 i� Qx 10. \ k 14 45I I 4j I �G ,.^ r,^'," ./ .--'----'+` V ,.•/".•,......... \ 10. `•`•.--•... 3 . 9 [) �G \ , t 2 9.69 x 13.43 / % /� x 1 �1. �// ./ '-`�\\\ 6 `\\�``__ / l� . x -x 10.66 1 I 1 A=20' 11'41 " 0.98 --- 1 . g7tt. s C' - -y� _ _� -'''' 1 x 27.4s _ ' / _-• -�.,.-•--.,..---• --- ..--- , >.-� \� ���`-• '�`-- / ._-�.• ---" � � x , 4.99 -- .-_., / r/ R 1860.08 �``�`�� !`\\\Ry ! --_ 4 --�_ �Q / �'"�,� j L=655.61 %,,,ram/ �i'"/�v-48:64- ..--'"`~......---" ---� !�\'`•.`"„\+� "..^-•_"'-,_ ..�... „'�\ ._._...,,� '------^"f�-""- �ert'3.42 1 $r -,\'^ Q 12. 3. �-14 6�// // /r r / l.' x - _ - �\ O \ 2�� _ 11 _� _ ,..,,__z \ � ".i-1 °� x -3.76 // / /�!! / �/! / ✓ ._.... / ..---'•'.. !„�7`` _'""�. sae-14.3_...--"`• x 29.32 ,,.x-25'�9 -r,.. ^"..".. r. "'. �` ," ,,,,,,_.,.,,,. •-/"-- _-x•38.27'---- �- _- "".-- ..�_ _ __^r,."". --- ...." 'r•�i` ...,.,- ---"- ______.._ .,C,,.,,-.'' //EX. ELL 6.2 �x 30.21_' _ -w- --- -_ f -�_- _ --- - ^" '�J '✓� -^'. �. 0.9 / .69 ` // .•' I/ .7 /"' ___- x-�5--- '_ __---•_._ "'••--.._ "'--"... •---•...,,. i� ""--•-•.,.,-._.._ _.___,__..._-•---' / •.--•-"'""" ,..-y�Y'•�'Sy/ 30�s ....- i INTERURBAN TRAIL _`" - `---''"'f ,------ AIN LINK / F x-3.67 - - _ _-- 3(f2s 3 �` +30.65 CE 0.34 0.58 1.33 ' -'mil 56 _-x-d0.58..- ,/•'•""�--r-•"•..-•"'``� i `� !�''' 3� \ \ 0 100' SHhV LINE _ �-_ -- -'' -� 3,.6><,.1. 2 \ -t .✓' ACK . k 30.55 31.63 `k 31. 6 SOUTH LIN F R PROTEC ON EASEME SHORELINE `\ R 00502230000 O ~` % SETBACK / \\ EX. 'CAJ,GI`i BA IxN, TYPE 2�\ x 3t.iB� \ ` 3: EX. LOT \ RIM=31.23 .' EX. CATCH BASIN x 31.49 LIGHT IE=26.79 (18" W RIM=31.58 % 3ts5 / \` IE=26.84 E IE=27.04 (18" E) / 31.59 IE=26.74 (18" W) ` 1.6 EX. HYD • F 3,.22 ` ,24 • Q BY "••• 1. Cc .22 •'. �� ..•�� 31 0S S, iT `�` ° p i.b4 Q x 2 7 31.19 0.5 GS v , ` a ...:: .•. Q \ Ox 1. 7 9 31. 8 CH LINK r AIA' A(0: S /� M', :; 7 • ,``, QS N 4 1.09 p,\ 7 EXISTING CURB TO BE REMOVED. ® EXISTING ASPHALT TO BE REMOVED. �} • • 1.2 �' �::�� / M / .. � ,,`fig" . • EX. GATE 3?1 / / r' Z 32 \ x 31.26 1.28 \ • ��- CATCH BASIN �' M � �_/ r 3 �' oS 031.15\ EX. CHAIN LINK SE = 28. \ ti �1 OS 7i `A 5 e. FENCE :::. •" = 4 �, P NW 2 1 ° 31.73 lvr :• x 32.74 p/� (� t C� i. ..i.••..5. •`� K: -.j/' EX. SSCD rr� /�/ \ EX. CATCH BASIN/ \ J RIM = 30.84 0 31.40 15" ADS S 27.86 6„ 6 ADS ENE = 27. �1 a p 5 :'' . ;.: ; , ' ' .. ,. , ; �� r' x 31.90 \ 0 EXCATCH BASIN 18" ADS NW = 27.56 . �• ( / IM, 29.87 50 \ " PVC W - 27.99 CA1%H BASIN ::<:`.:� :�\'(NOT DI D) o/ 3tss 0 ` s EX. T LIGHT 3 BURIED \`!. (x) 3: 2 a 2 5 x 31.59 / 3 `.,. M� ` \ \� �, `� \ CATCH BASIN Dc iao / 30,56 44 . \ ` '' \ � ,`\ , \ „ 31.36 , \ 7 a 2 ' .�•>„ .:.:...:':••, ` ` k ��=,28`6831.a7 • „ 'y'./�•':� .• ;::..••' ,`, ``\ t t \`1 .} 1.84 - GNP 1 tlRi 3 a \ \ \ . , \ \ A.C. PARKING 1.81 3 r / y 5 FF-3,2'.41 \ 3,.90 TO REMAIN ATCH BASIN , •, t c ,/ \ .03 \ RIM=31.59 \ \ \ 5 ,� `.is x 31.73 LMLaY CONFLICT NOTE: / 2s: (8 Nw) /+ /% 4 / ° E `YARD DRAIN �\ �\ �� / ° ;t \ CAL I ON: / 4 t \RIM = 32.19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH / D 2 - - (�VtT DIPPED) OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE / -'���r ;t �.�4Q` ' a 06,•97 UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. °\ °. THIS SHALL INCLUDE CALLING UTILITY LOCATE ®1-800-424-5555 AND THEN POTHOLING x 3 35 / ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY EX. TCH BA I ,TYPE 7/ t (� t .; °: \ 1J WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE RIM= 23 1 \ `n "� - ^ < ' VERIFY , K 32.30 e' 0 PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IEZ.9 (1 NE) / , , `a \ SSC IF CONFLICTS SHOULD OCCUR' THE CONTRACTOR SHALL CONSULT BARGHAUSEN 1 =21.61 5 ) SW ' ' a •d ''+ e1I� ° \ °'-O \ 3 450 . EX. YARD CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH IE-21,9 12 _ ; ` `\' •36 ; \ a�• +• p. ' ,• ( RIM - 2i.t9.:.. :. ' ' a \ , e , C®� CONSTRUCTION. �' . _ x 32.4o a , ° . `,� NOT !(j,P€p: :`'`', t ts'' • .ar r D t .r ° •, 0 M G I e c G PERMITS FROM THE - • L 7 RESPONSIBLE FOR OBTAINING :' ;/ 4 ,.ONTRACTOR SHA LL BE FULLY R � / x os \ 3.7 a .30 \ 4 A 3 ° .\ NASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AN r _ ATION THAT MAY BE AFFECTED BY CONSTRUCTION \ ,n REPLACING ALL SURVEY MONUMENT TO A a'� -ss'Q ` \ , i EX. ROOF DRAIN xs21,^a35 x 4CTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A / � a.,�� •• �A\�` ,, ;• �••, r �1• �, REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS NAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL / EX. TC2�� ' a;a • `° RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT 206 902-1190. b ♦fL1+' ' _` 31t:>?.": O _ a O ?7 ;;/ v \ WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES 908 °/ %r % "ad+ e a 4 / 8' E'. .;',! a:. . a PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. `:•17i .a ac, ♦ �� •v -i i / x 3�181C \ 1.39 a• i i. 'd . •. .. a •a P.O. BOX 47060 3/' � l p : °�:= EXISTING BUILDING OLYMPIA, WASHINGTON 98504-7060 ° '-a v. JPON COMPLETION OF CONSTRUCTION, EX CATCH 2.54 , " "`��g.a `;�- • ' • y' , -'`� TO FAAfN \ ALL. MONUMENTS DISPLACED REMOVED OR ,% ° REGISTERED LAND SURVEYOR AT THE COST AND RLM=30.20 k �';,h • -- a,`-,;, 32.41 )ESTROYED SHALL BE REPLACED BY A 95 „ ° ` --�° ��� 31 kT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE SS 0 a r EX. CATCH 13AS1tJ , < „:• , , 4PPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE S .5a .'�. a .IAA=1.9a, RESPONSIBILITY OF THE CONTRACTOR.`' 1 5.7�s 1s N o j�'' E=2- _ �)� • •:' •: `= � , , w \ IE=28.79 11 ($ 'NyV4-.1 , a. ;I• \ /x 3'•Q7 x 31.59 EX. CATCH BASIN ,---'-RIM = 31.24 .61 (NOT DIPPED) i I\ 1.89 \ \ \ \ \ t. 4 t \ \ \ 32.10 \ ,�1`\,\ EX. CATCH BASIN / RIM = 30.49 15" ADS N = 27.99 i1-.34' 9 " ADS S = 27.99 sD 6 S E _ . 8S = 28.12 \ EX. GUY WIRE 31.26 tt)26 31.17 31.26 EX. LOT LIGHT .58 \ 31.60 APPROVED AUG 05 2015 City of Tukwila PUBLIC Works EX. CATCH BASIN RIM = 31.59 (NOT DIPPED) CITY OF TUKWILA JU B 2015 `ERMIT CENTER Q VrEWED FOR I COMPLIANCE iMEgOVED U 02 2015 C;ty "Tukwila ,&:WISION 9-r z z O j 0. °N J cr W I:y z W <C®�U. ocUOz 0 Z W U. EL O W � J a' F n W LL Y rJ mT W W 41 �0- 0 z J H LL O 2 0 N 0 U U N III 'E z s° 2 tn) Y) on 3 � o 0 at 0 0 U Q w Z > Z u O W Z� � Ld °- Z Q Lt_ Z w LtJ N Z Z 00 N 0) cD I\ 00 j M Z It N I <C 'S I wW Z Ln Ln 5 Z LO_ C-4 C14 Z Ln LO w N 00Y�.� N N -r Lr E Uc=n a� a 4 • �N7 , rn c spy 3 �A z� W C9 � E C L / E � Z co (D s o 2 W 4r U Qj CALL BEFORE YOU DIG 1-800-424-5555 1w=20' 0 10 20 40 , * r a t is i .l mf ' -', ` s�•�;, " "£, _ �:�?4a �.� � x ,,,� � k,* . _ ,�' , q � .� 5, i' ,.,. �: k. ,r1,.. �' s �a". ,. } i y q} �g gp pg A PORTION OF THE N % & THE NE% OF THE SW% OF SEC. 24, T P. 23 NORTH, RGE. 4 EAST, WOMB CITY OF TUKWILA, KING COUNTY, WASHINGTON t.0 28.94 0;00, \\ \ ORDINARY HIGH WATER MARK WATER LINE ,, ° / ,�j // x s. / / \+ �\ \\ 29.47 A3 MEASURED IN THE RELD (3-31-2015) %� / //� 4 �\ / ON 3-31-2015 ORDINARY HIGH WATER MARK AS MEASURED IN THE FIELD ,i'��' ' / /" //// �// �" /��� p1�• 8 \ \ ON -3 -20 5 / x 9.59 /10.97 0. �/ / • /////// //� / / / \ \ 28.60 . x 29.24 •I 01 ORDINARY HIGH WATER MARK / -''- //� / /� j / // '4•°s AS MEASURED IN THE FIELD 1t 3 ON 3-31-2015 / / S4 x/ /� /�/ �/ �/" •///� /\ ' ` \\� \ WATER LINE / E•-�x 28.59 (3 31 201) / � NTT ' �j / f,,,..•�,�,./%/ 6•�•� / �� ��� � � \ , \ � \` � '� N7T30'35"E �i// '/"``---�- �x 22. �,��/ / x 9.23 55.00 �4� .� x - \Z�G \ - r --- ,, x /1`00 / / % //p'�� �/�.\� ~ } - ' \\\\ \� { ----" / EXISI'IN rN\\ \ 28.00 ` G PONDy\ \ \ \ \ , 14.24 a X Qx 28 6 G O - , % / �,..,,,.•.••. 16. 7 /,.•r.+^,,,� N', \�j \\•.-..-. �"'^•-...,-, 3 V .�--x 9.7_0/Q\ �4I I x 28 2 - x 13.43 / ��/-�,.,, / • \ 6. \ \ ``` �� Q 8. I - /'' -- / \\ x- �-- x .66 J j+j A-20'11'4 0.98 x 14.99 ~---_ I' �j�+ ,y. } )� x.27.a9 0=1860.08 4c,_,,.' J 1 rr L=655.61 / '• caG /� - ''�- \ �i \.`�•,GO123 14 6" 2�67 •--.`'J."-'...-^"' G % `- �//��/// / / x O^ '" / �_ O �.... 32. \ _^ ,�4-_�`""`""`-- ` `t, `"",,,,,,_` ��_.�� `�� ``.......•-'••.•••••"-�� � x 29.32 ,�„^"�..-_-""• �� ,.-"� //" J / \ /(j % / 2sg9_ -,�-__-x aegr---- W �- -. _� `---_ �`=-t ~� ---'`% EX. -WE L U. 78 26.2 f«✓'".'�.,.....--•" ;•,,..• .xBo.zi ' '• �VI ��` " "_`_" =`"�- -- -`'^ �`'f/ �..-•.'''" �''�'�� _ .69 a.s4 - O'���Z.48 x M. NTER RBgN TRA1 -`-�`'�a.'_2�`,>�""`-'_ � •--•"J,..<- ••"'"' �'--'02 /�--------;� ���. .01 / �s.as / HAIN LINK C - �3os7 - ---__- ' --- - �26 30.65 .58 .66 0.34 (33 ' S6 3__ w 30�8'-" 86 \ rr 3� \ `' 100' S�H LINE �� --� 3,.6';/ �8 30.55 11 ` r 31.63 , k` 31. 6 01 x23.67 "X -29.tEFTBACK8 �" ' s ~~ �� SOUTH rLiN F R PROTEC ION EASEME 90 0 'SHORELINE . -- O -' R 00502230000 SETBACK 3 EX. eAJ�H BASIN, TYPE 2�\ ECXBM / EX. LOT x 31.� \\ RIM=31.23 EX. CATCH BASIN, PE MINIATURE ' x 31.49 `i IE=26.79 (18" W RIM=31.58 J 31.65 / LIGHT IE=26.84 E) IE=27.04 (18" E REM I .3.59 \ .(18" / ''s EX. HYD IE=2674 Q / �G 31. 2 "•'' 31.22 24 (IS ��, .��.. ��-" S f54O x 2 7 31.19 1` 0.5 OS J 1 ° NEW • CH LINK ,,• .A�I�d1,-•�f®: 0 © ALK� . s G • M .a / 1 j \S ' dlii� /• ° (IS ,L 31.1 31240 V PVC ROOF12 \ 1.2e EX. GATEta CATCH BASIN AND GATE� 31.15 - EX. CHAIN LINK - SE = 28. 4 / /EAR EXISTINIQ FENCE " P NW = 2 14 WITH ONCE (73 ° 0 7 f x 31.90 da ` 0 Q y 1 y'1 if ;i1 tl rr `� 0POS D \ SO 6' CA11CH BASI 5 N 3 BURIED B ®ING`~�� Ee� dDn� d a 36.56 3 ADDI 1QN ��'�- \ M . s.:, / ', �.l'•, \i 1\ `111`\ , FF=32. ■ \ "'`•�l t L \ \ 1 BASIN 1\ �\ _.•-\ t ` ' / 11� � S'C FOR RIM=31.59 ', �\ ;\ -' pM� �wlA, 15 UTILITY CONFIJCT NOTE' � � ,� � � :�z9 (s NW) /�" \ , , , \ \ _''"-- / CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH /� / /sn �' �, ', \; `t \ °. .° OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE / \ \ \ h3,ss :':: '' 3 `t CONCRETE a , UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. / - MINIATU `t --'`" t TO BdDEVVALK. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ,<..:; ` ••: 4 - - t\ •� ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY THESE EX.- T23 BA I ,TYPE 7/ T N--'""" x 31.2\ SD ZJ 1\ COT I .03 x \ .73 31.97 \ \ EX. CATCH BASIN ---- RIM = 30.84 15" ADS S = 27.86 � 31.40 „ 6 ADS ENE = 27. 18" ADS NW = 27.56 " PVC W = 27.99 31.68 3�12 _ x 31.59 VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SH WN RIM-2 . `� , , 3 30 `\ - x 32.03 Q f / - PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IE=21.9 (1 . NE) / 4•'.'` ' ` ``` ''"^ ' '.30 \. SSG " :,, ":.. ' 1 �_ 'd t x " . x 32.29 . `t • Qx 3C 5g \ �`' IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN 1 =21.61 5 SW) :,.:.,• t .t ' 1 \d 31.70 3 A0 EX. YARD I�'..... .:.::.::.. r CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH IE-21.9 12" '' "'' ' - x 32.n \ CONSTRUCTION. ( - RIM = '2i9 ^ ; ` 1 t } 32.36 x 3z.2o s a x 32.88 x 32�2.29 /y�,,r'.+ �. x.. •` NOT IpP1=W)' r + ' x",.w f.�� x 32.19 �,' L ' ^'1 1 , c x 32.28 CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE � / •�.:/ +x 32.30 Q, \311VGO x 30.97 WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND '� � .• •�;; �.�• •� p � � �a�' Y°a ` - REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION. • �• •• „ / ,.'* 1.s6•q x EX. ROOF DRAIN x i,e35 ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A / ° �� ••w x \ > ° P x 32.31 REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS �jh : • §• �.� , . b a,c� MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL T,., •. .�2� < �� ; �,w ``' ' ���� ��� A ! RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190.EX. CE .1 �,`; WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES \ 'PUBLIC LAND SURVEY OFFICE x 1111 WASHINGTON STREET S.E. P.O. BOX 47060 - 6 11 �3��^ EXISTING BUILDING \ OLYMPIA WASHINGTON 98504 70 0 �s � � ��, , '��, •/a;� � �� ��r D REMOVED, EX/CATCHs, , . , , .. . �� a \ UPON .COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, RE E , OR �., r . ; � �- .. , '� 32.a1 FF 32.41 ° . DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR,- AT THE COST AND h � . `�..�� �t k . ;�.� � � d�� � ,f � 3, AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE SS 0 -25.95 (8 S$ :.::•>; IE=25.89 (12 APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE " .� g � \ y � ., f�t,:�� , r•_ ..,.� � e s. t d RESPONSIBILITY OF THE CONTRACTOR. - 5.7�5 18 N - ..,;��ri , � ��� � ,tom �� � w�'.� ���re, :,�' \ \ , \ ... 3'•Y7 x 31.59 0 o z � z 0 w � z a z w < cc Q U z Z �E 0 M U. Z. J a O ®C Q J w U_ - '�'^^ Y Ir 6•C- V � m z Cc F_ z W U .. LL W /- R M = 31.24 CH SIN .61 (NOT DIPPED) 1 \ 31.66 `�( 32. 4 p `t c 04 V Q t \ O O c,cn III ai Z I \ ` ` gm X APPROVED ID AUG 05 2015 0 \ \ ;amity of Tukwila cn 1 PIJBI-IC 1Norks = L II EX. CATCH BASIN RIM = 30.49 15" ADS N = 27.99,,ia:3� 6" ADS S = 27.99 SO SE= 8" X = 28.12 i Z to v z �1g \ U + 1.88 CL J \` W EX. CATCH BASIN Q z w RIM = 31.59 z \\` \ (NOT DIPPED) ¢ n 04 CV g p O Cal 00 z CITY OF TUKWILA °' C° °O � Z N Q 1 1 ww 31.5 \ ' 9 JU 8 2015 LO N N z Z \�`\ ENTER `0 w `- `4- > \ RMIT C oo d•. d- � r, \ t \ v \ ` t` 1 REWEWED FOB X. Po MbE COMPLIANMEE a�v� 31,58 � EX. GUY �` n � 31.26 5 31.17 31.26 1.Z6 EX. LOT. LIGHT , 15 • •: x . t S �'Ytetl�S:.'.0 a�pk�gl� pauln :.. INSERT SHALL BE DIRTRAP INLET ULTRA DRAINGAURD OR APPROVED EQUAL. FABRIC: NEEDLE PUNCHED NON -WOVEN OVERFLOW PROTECTION RULTRAVIOBLET IS SKIRT .. +r� sx� � SE RTES STANTI TO AND BIOLOGICAL DEGREDATION HANDLING STRAP- r' :.q .� 111 �101 - 10 AND A BROAD RANGE OF CHEMICALS a APPARENT OPENING SIZE (AOS): 80 US STANDARD SIEVE (0.180 MM) _ _ ... ._ ..... _ yy+�y��y �j��/yy}} �py�� y��y ��,+{1 per' ;l`p�i�:gt , .; y .: ` ' ,; • .: b . > r �.:.�� . ., ..< ..:�`M. .. z�. �, � n Y a #`• .,t HANDLING +. . ••, a :E � � f , .. .. STRAP , G B E SILE S E GT RA T N TR N H 200 LBS ,. "� �i c r PUNCTURE STRENGTH: 130 LBS t:.• Ali �'t1ell i�?�l"� 'r��i� i�a%I�(�iS ���II rn��i I�� - IV I O D I� m��� .. . +�~rtldC�ft15 Swii"iCC7C5tI"I #h�cpt . _ - MULLEN BURST: 400 PSI It3;CSi;t cttldCantrc�ftit in ec urt ui cxce u 1 r'0 f a r)pl,: #n ess-: fi . e TRAPEZIODAL TEAR: 85 LBS .c . '*00 ... "," ..: 0u� r ' :o eitid>' I r In :: illfiarrr drzarr� �rtl�ts w�tl p N WATER FLOW RATE: 110 GPM/FT2 -. y� �� ��p�jpj t jJy j^{ :F yp,A p:..h pry/ j}(� „ +yk'YRie� i�i1:(�1.`,}t{� 1 ?'h+YF t.?a%i 1. E.!A iV•. iW.W119t!faT i,Rf. j,:-. PREMEABILITY: 0.38 CM/SECOND l.,, if'°i �+/Q� ?+Ca :_ DIMENSIO NS. :' I II C V Gt .:CU�Il'tl il'.. :stiff I t it 1h:0 I y .. ,m-'I► lr�ur .:1 !bp.'6 fr t'1"t .h� edgi �f fhb' d v t� f� fh bb f4Im Cif t" cll �h1 SKIRT: 24"x36" .Ulv�ris S� bII have beV Idd �lC > t�dici "IS. fi $ ma. , h h iC .S 1 3 SOCK FILTER/SEPARATOR: 10" D x 24" L SEDIMENT COLLECTION DISPOSAL REOUIREMENTS: CATCH BASIN INSERT . CONSULT FEDERAL, STATE, AND LOCAL REGULATIONS . NOT TO SCALE FOR DISPOSAL OF INSERTS 45 .rj 25 20 s 10 5 _.._. __ ._ _._._. .. __ _-..._...___..._.__.___..____.-.....__. _ .- ! E 1 - ' '-' ---' -' ' ' ' ' ' ' ' __ -_.-__ .__.__.___ _.. __._..........._._..._.__. ! 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REWtEVVED FOR DE COMPLIANCE 5 3�C0 APPRO�•ED Ul; I 0 2 2015 q; ;e• N1 k ,-:+., r,f Ti i;kwila c 0 .N .- W 4 S L O LL o v N (A to 30 � 5 U :E � 0 N r^ c� I I Y E 0 M_ 0 'v a� rn 3 a 4v - d v a a U Q 0 w Z> Zw 11 O z5 N ui W -Q v Z Q Z W j N `tON0000 gz �� �rn(00000 Ez N I I w �`' � Q .- .- 9 z LIB LID � � � Z w �}- Z Ln LO ? N T_ Y�� U� a) v O •ON , s O b�� `� . x° . 0 0. �, Z x .Y, W 0 .1 L, V p Cox4 aEE SECTION B-B SCALE: 1 "=20' HORIZONTAL 1 "=5' VERTICAL WTH NOTO SYMBOL 0 LANDOUAPE ILEGE�ND m GENERtea;, NTES FOR., FAMILY FUN CENTER A. PORTION OF THE NWY4 & THE NEY4.OF THE S % OF SEC. 24, T P. 23 NORTH, RGE. 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY,WASHINGTON f ,,// p N55 20 Pao 51,A6 // � / LEGEND // / o tit SIZE R ARK TY / / CONDITION EM S Q O � { p 7'-8' HT. B&B NURSERY GROWN, MULTI -TRUNK 03 3' HT. MIN. FULL AND BUSHY 27 3' O.C. 30" HT. MIN. FULL AND BUSHY, 17 2.5' O.C. MATCH HEIGHT & FORM 'S GAL. COVER ARCTOSTAPHYLOS UVA-URSI / 1 GAL., 30" O.C. HOLD 12" FROM BORDERS, SHRUBS AS REO'D KINNIKINNICK AND TREES NOTE: PLANT QUANTITIES WITHIN THE ABOVE LEGEND ARE FOR CITY AND . LANDSCAPE CONTRACTOR'S REFERENCE ONLY. PLANT SYMBOLS SHOWN ON PLAN(S) SUPERSEDES PLANT QUANTITIES NOTED 1N LEGEND. GENERAL LANDSCAPE PLANTING NOTES 1. AN IRRIGATION SYSTEM IS TO BE DESIGNED AND INSTALLED (DESIGN/BUILD) BY THE LANDSCAPE CONTRACTOR, LANDSCAPE CONTRACTOR SHALL SUBMIT IRRIGATION SYSTEM DESIGN TO OWNER AND/OR LANDSCAPE ARCHITECT FOR REVIEW, COMMENTS AND APPROVAL. :APE PLANT MATERIAL BOTANICAL COMMON NAMES TREES ACER CIRCINATUM VINE MAPLE SHRUBS MAHONIA AOUIFOLIUM OREGON GRAPE VACCINIUM OVATUM / EVERGREEN HUCKLEBERRY GROUNDCOVERS: J. UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE. HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. "ONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE NASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION kCTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS AAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL ?ESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 1PON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR )ESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND 1T THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE ►PPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE tESPONSIBILITY OF THE CONTRACTOR. O O ..-- ��� EXISTING POND 4 . /�' / , . �G11 A DO �G ' O �G S`4OJ� CJ -~ (p ..A 0- G �Q < Q �44 47 v® z W�R V W C A J co z W W WW W JO 0. ZWO WW z<cc cc OZ. a a a �z" W LL LL cc N 0 J W aL 0 J m xn m 4 m o a a Q� L) U cr) z 0 0 to uO �o�o ,i ti J tt) T_�o M N U_ REVftWEDFOR CODE COMPLIANCE Apoonl=n LU U LL LL �. Y . Sq< WASy ',F� �NALj�EN�\�� a o OU 1 0 2 2015 0 0 0 U N N Z I I!) 0 s I I City of TUMIa I; 1 BUILDING DIVISION dI a M 01 C Y 4POVED PR o o a AUG 05 2015 t,'ity of Tukwila = ,� PUBLIC Works V) o U-i V Q Q Z W W N l�. g Z 00 Q 00 N � z> Z R�"i�t::i'J��D CN 0) cfl I 00 I z W CITY OF TUKWILA Q � LO 'n o z ww JUL 282015 ZUj NN ` V_ Y114- N41 UVV)i E PERMIT CENTER71 0 o ONE S a z Uj STATE OF 0 C0 WASHINGTON REGISTERED DSCAPE.A CH CT �— i E 3 w Z coN o ARGIE I, KORVE ✓ . ONLY WITH SIGNATURE) EXPIRES: 09/02/16 a, 55 REGISTERED J VATE ARCHITECT2ADEMAGALHAESCASTRO OF WASHINGTON U L ) N c E OLLL °yL-. 3 O N J -aO N D E O T ' -0N° N C N p U1 O• fn '° N 0 C _0 N'U] N a 0 p O y ` 0 L O° o E C °c 0.. .0 U aai E� v ate- N a:2t 22 pZ+ Sc! nN o. 0 0U. v�C 4"c°1 Opyop>C�O = � o Q `O0o o c:�° c° E3ms° Ec°3`m_v 0n U) 0— N TO + > p d N `O v -003 E,�o='�'ao�ooE N O Do cc, c_ 3 N y O a U FL- `L- o ° .0 N 0 30 To L2 U N O O.0 U.TCd L N. C N 7 C >- > N E O O_U 3 ov o - 0 yJ oa-. U U N fN/1 +U+ 0` J O ° N No0E :NE o L N +� i+ � N V 6 N N N 0 O N L O p 0 �' C C C y p pD N N j C N d�t L a 0. O y O p 0 T (L`7 U o= V o - 20 E r O U. -'L-' VNl ° 3 7 O 0 3 U ¢¢¢..z o° 3¢ E EL D o n O N m co c) (-� rm O C'3 a) a cc) dmLn V U N v� mi W U) o ago o L CommmI--I-' ja a) = N U L) N ca 0) � Q commmm U co `off � cno d) O p CCS E: � Q ' co o co co co co Col. Lo L �— N s o M CM co F— o U REVISIONS NO. DATE BY Q 09/01 /15 CITY 0 0 0 0 0 ISSUE DATES DESIGN APPROVAL`. PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"06" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145—A01 JOB NUMBER: 14,-145 CHECKED: JCP DRAWN: JCP/JJ STATUS: PERMIT SUBMITTAL COVER SHEET Aa X :x EXISTING (ELEC/STORAGE • • �s M 1100- bift-02 WARN 744 SCALE: 1/16" = 1'-0" 177'-9 1/2" EGRESS TA & OCC. LOADS BUILDING CODE SUMMARY DISTANCE REQUIREMENT& OCCUPANCY TYPE: A-3, A-2, B 0 0' PER IBC TABD1014.3 EGRESS TRAVEL D7TWEEN BUILDING CONSTRUCTION TYPE: II-B 09/01 /15 COMMON PATH OF' PER IBC TABL SPRINKLERED YES FIRE ALARM SYSTEM YES MINIMUM STANCE ARE GREATER THAN 1/3 DIAGONAL DISTANCE OF OCCUPANCY SEPARATION: NON -SEPARATED USE AREA SERVED OCCUPANT LOAD SU Y (LISTING BUILONQ ALLOWABLE AREA PER FLOOR (BASED ON IBC T.503 AND SEC. 506) **EGRESS CALCULATIONS PER IBC TABLE 1004.1.2 Aa = At + (At x If) + (At x Is) At = 9,500 OFFICE SEE ROOM TAGS = ASSEMBLY SEE ROOM TAGS = L224 If = (F/P-.25)xW/30 = [(100/100)-.25] 30/30 = 0.75 GAMING SEEROOM TAGS = Is = 2.0 STORAGE SEE ROOM TAGS = SECOND FLOOR OCCUPANT LOAD: 7 OCC. (387 DOST.) Aa = 9,500 + (7,125 x 0.75) + (9,500 x 2) Aa = 9,500 + 4,500 + 19,000 OFFICE 527 S.F./100 = 5 OCC. Q RESTAURANT 3,720 S.F./15 = 248 OCC. 09/01 /15 Aa = 35,625 S.F. PER FLOOR ALLOWABLE GAMING 14,347 S.F./11 = 1,305 OCC. STORAGE 295 S.F./300 = 4 OCC. MAXIMUM BUILDING HEIGHT PER TABLE 503: 55' KITCHEN 2.680 S.F./200 = 14 OCC. FIRST FLOOR TOTAL OCCUPANT LOAD: 1.571 OCC. PROPOSED BUILDING HEIGHT: 51"-4 (E) 29'-6" NEW DOSTING BUILDING TOTAL OCCUPANT LOAD: 2,038 OCC. oaf REQUIREMENTS' BUILDING PROPOSED AREAS: SECOND Fl.OM 2 DOTS REQUIRED. 2 PROVIDED. EXISTING FIRST FLOOR: 23,202 EXIT IDTH 467X2 = 93.4'. 140' PROVIDED ADDITION FIRST FLOOR: 12,413 FIRST FLOC TOTAL FIRST FLOOR: 35,615 SQ. FT. 4 EXITS REQUIRED, 4 PROVIDED EXIT VADTH 2.038x.2=407.6'. 413 f PROVIDED EXISTING SECOND FLOOR: 8,964 ADDITION SECOND FLOOR: 3.396 OCCUPANT LOAD SUMMARY(NEW BUILDING) TOTAL SECOND FLOOR: 12,360 SQ. FT. *EGRESS CALCULATIONS PER IBC TABLE 1004.1.2 TOTAL BUILDING AREA: 47,975 SQ. FT. SERVICE AREA SEE ROOM TAGS = 1 OCC. STORAGE AREA SEE ROOM TAGS = 3 OCC. BOWLING LANES SEE ROOM TAGS = 80 OCC. FIRE RESISTANCE RONG REQUIREMENTS BOWLER AREA SEE ROOM TAGS = 75 OCC. PRIVATE EVENT #1 SEE ROOM TAGS = 43 OCC. PER IBC TABLE 601� PRIVATE EVENT 02 SEE ROOM TAGS = 49 OCC. NO RATINGS REQUIRED FOR ALL BUILDING ELEMENTS INCLUDING: PRIMARY NEW BUILDING OCCUPANT LOAD: 251 OCC. STRUCTURAL FRAME, INTERIOR & EXTERIOR BEARING WALLS, FLOOR & ROOF DOT RE( RD�ENIS: CONSTRUCTION. 0 FIRST FLOC os/o1/15 2 EXITS REQUIRED. 3 PROVIDED FIRE DEPARTMENT NOTES STORAGE - 008 698/300/2 `, EXIT TADTH (251+18D)x.2 =86.2. 108' PROVIDED PLUMBING FIXTURE CALCS NG HI CALCULATIONS: PER IBC CHAPTER 29 WA STATE AMENDMENTS TABLE 2902.1 REQUIREMENTS: NEW BUILDING OCCUPANCY GROUP (A-4) AREA: 251 OCCUPANTS/2 = 126 PER GENDER REQUIRED PROVIDED MALE WATER CLOSETS: 02 02 MALE LAVATORIES: 01 02 FEMALE WATER CLOSETS: 03 03 FEMALE LAVATORIES: 01 02 EGRESS LEGEND 0 ® )()(' EGRESS PATH &TRAVEL DISTANCE ALONG INDICATED ® PATH FEC FIRE EXTINGUISHER CABINET LOCATIONS F. E. ARE DONGUISHER A. REFER TO A0.3 FOR REQUIRED ADA CLEARANCES, SIGNAGE, & REACH RANGES 2012 IBC MEANS OF EGRESS ILLUMINATION 1006.1 Illumination required. The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. 1006.2 Illumination level. The means of egress illumination level shall not be less than 1 foot-candle at the walking surface. 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. F In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas: 1. Aisles and unenclosed stairways of rooms that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways... 3. Exterior egress components... 14 4. Interior exit discharge elements... 5. Exterior landings ... for exit discharge doorways... 2012 IBC MEANS OF EGRESS ILLUMINATION 1006.3.1 Illumination level under emergency power. Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle and a minimum at any point of 0.1 foot-candle measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle at the end of the emergency lighting time duration. A maximum -to - minimum illumination uniformity ration of 40 to 1 shall not be exceeded. 1. APPROVED NUMBERS OR ADDRESSES (4" MIN. HEIGHT WITH MIN. 1/2" STROKE WIDTH ON A CONTRASTING BACKGROUND) SHALL BE PROVIDED FOR ALL BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. 2. TEMPORARY ADDRESSING REQUIRED DURING CONSTRUCTION SHALL BE VISIBLE FROM THE STREET. 3. FIRE SPRINKLER MONITORING SYSTEM SHALL BE INSTALLED PER FA DRAWINGS, WASHINGTON STATE ACCESSIBILITY CODE AND TUKWILA FIRE DEPARTMENT REQUIREMENTS. SUBMIT FOR FIRE PERMIT. 4. FIRE SPRINKLER: STRUCTURE SHALL HAVE A FIRE SPRINKLER SYSTEM INSTALLED PER FP DRAWINGS AND TUKWILA FIRE DEPARTMENT REQUIREMENTS. SUBMIT FOR FIRE PERMIT. 5. KNOX BOX/KNOX SWITCH: A KNOX BOX/KNOX SWITCH SHALL BE INSTALLED IN AN APPROVED LOCATION AND ALL REQUIRED KEYS SHALL BE ON SITE FOR LOCK UP PRIOR TO BUILDING FIRE FINAL. 6. PORTABLE FIRE EXTINGUISHERS WILL BE REQUIRED DURING CONSTRUCTION AND PRIOR TO C OF 0. CLASS 2: A/10: BC (5 LB OR LARGER) REQUIRED THROUGHOUT. MAX COVERAGE IS 3,000 SQUARE FEET AND SPACED FOR NO MORE THAN 75 FEET OF TRAVEL DISTANCE. SHALL REMAIN UNOBSTRUCTED AND VISIBLE AT ALL TIMES. VERIFY ALL EXISTING FIRE EXTINGUISHERS PER FIRE DEPARTMENT. 7. BUILDINGS 4 OR MORE STORIES IN HEIGHT SHALL BE PROVIDED WITH NOT LESS THAN ONE STANDPIPE FOR USE DURING CONSTRUCTION. OPTIONS ARE TO INSTALL A WORKING STANDPIPE TAPPED OFF THE FIRE SPRINKLER SYSTEM DURING CONSTRUCTION OR INSTALL TEMPORARY STANDPIPE AT A LOCATION APPROVED BY THE FIRE DEPARTMENT. SUCH STANDPIPES SHALL BE EXTENDED AS CONSTRUCTION PROGRESSES TO WITHIN ONE FLOOR OF THE HIGHEST FLOOR OF CONSTRUCTION. SUBMIT FOR SEPARATE FIRE PERMIT. 8. ELEVATOR REQUIREMENTS RELATED TO FIRE ARE THE RESPONSIBILITY OF STATE L&I INSPECTORS. 9. ANY BULK STORAGE OF FLAMMABLE/COMBUSTIBLE LIQUIDS/GASES USED FOR CONSTRUCTION SHALL BE APPROVED. REV WED FOR CODE COMPLIANCE APPROVED OC I 0 2 2015 City of Tukwila BUILDING DIVISION LEVELS OF INSULATION ROOF: R-25 + R-11 LS w/ R-3.5 THERMAL BLOCKS EXTERIOR FRAME WALLS: R-13 BATT + R-13 CONTIN. RIGID BELOW GRADE WALLS R-30 C.I. SLAB ON GRADE: R-10 x 24" w/ THERMAL BREAK VERTICAL GLAZING: U-FACTOR 0.38 (THERMALLY BROKEN) GLAZED ENTRANCE DOORS: U-FACTOR 0.60 SHGC: 0.35 AT ALL VERTICAL GLAZING OPAQUE DOORS: U-FACTOR 0.470 (SWINGING) ROLL UP DOORS: U-FACTOR 0.67 A. THERE ARE NO CHANGES TO INSULATION AND ENVELOPE AT EXISTING BUILDING. B. REFER TO WALL SECTIONS FOR LOCATIONS AND WALL TYPES FOR ADDITIONAL INFORMATION. C. EXPOSED INSULATION MATERIALS INCLUDING FACINGS AND VAPOR BARRIERS, SHALL HAVE A FLAME SPREAD RATING NOT TO EXCEED 25, AND A SPOKE DENSITY NOT TO EXCEED 450, AND SHALL BE IN SUBSTANTIAL _CONTACT WITH THE WALL OR CEILING SURFACE. D. REFER TO PROJECT SPECIFICATIONS FOR INSULATION MATERIALS E. ALL INSULA11ON WILL STRICTLY CONFORM TO REQUIREMEN_MjM�t;1IffbG WHERE USED IN UL RATED ASSEMBLIES CITY OF TUKWILA 0.141 SEP 0 3 2015 PERMIT CENTER RED A DE MAGALtiAES CASTR( rE OF WASHINGTON U y N 0 U Vl O✓� C C N N 0 p 0 J L O F ..L...�.. .0 U O' O a- Dou"i -0Eo°cy oho to UO In N m w V � m n rt+ L � 0 nE `° no ° o E r c a a C E:�i �, �oN� °m«N 0 y N 3 aF c 0� 1: m c 0 N C 7 0_ C O0 p y '5 COO L CO o ESN nE�: >ID _i��vw N LI O N v ° ° O m 7 ` (3) 0 -u� o° E� >`o_ ago E>.60. ��CoE c'c c 3 -0w o a O c t U �nw °6 WO= 2 'p "1 0 1.0 2 C �Z.�+ N N C O fn o", E ° a�'3 ' °v 0 O y p p 0 Ud p C y 0 +' �" N°OE LE o .0 aN. Y-i.+ Vl V °t-:5 N N N O N O� U U O i' C C C_ y 0 0 Do o` CL U Q¢¢ z E iiac°� o a o cN, M E c) [-� N O M 00 V a W O C OO C/) O co o O 2 N 5 O V) i-- co Co X cu u_ C Im Q CD c o o ca Ea) E M Q N Lr) o o M O oo - C CM 00 c'7 O M F_ o 0 L*.* `fit .. :..: :. W 0 VJ L.1.. 1 0 z Z W W W 1 07 W J UJ QZ z J J 00 oo z m °6 z } O O W U' F- w U W Z_ W 2 co W Q OLL Z V S Z Q 0 J D J V_ IL ti H REVISIONS NO. DATE BY IA09/01/15 CI TY 0 A A 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 AO1 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL FLOOR OR GROUND SURFACES (ICC/ANSI SEC. 302 & 303): INCHES WIDE MIN. ACCESS AISLES SERVING VAN PARKING SPACES SHALL BE 96 INCHES WIDE MIN. ACCESS AISLES SHALL DOOR SHALL BE SELF -CLOSING. A DOOR PULL SHALL BE PLACED ON BOTH SIDES OF THE DOOR NEAR THE LATCH. L'A -° GENERAL FLOOR OR GROUND SURFACES SHALL BE STABLE, FIRM, AND SUP RESISTANT. CHANGES IN LEVEL OF 1/4 INCH HIGH EXTEND THE FULL LENGTH OF THE PARKING SPACES THEY SERVE AND THEY SHAD_ BE MARKED SO AS TO DISCOURAGE PARKING COMPARTMENT ARRANGEMENTS SHALL BE PERMITTED FOR LEFT-HAND OR RIGHT-HAND APPROACH TO THE WATER CLOSET. 1,-6. 4'-0' 11 MAX. SHALL BE PERMITTED TO BE VERTICAL CHANGES IN LEVEL BETWEEN 1/4 INCH HIGH MIN. AND 1-1/2 INCH HIGH MAX. IN THEM. TOE CLEARANCE: IN WHEELCHAIR ACCESSIBLE COMPARTMENTS, THE FRONT PARTITION AND AT LEAST ONE SIDE PARTITION 10 2-6 1. SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2. CHANGES IN LEVEL GREATER THAN 1/2 INCH SHALL BE RAMPED FLOOR OR GROUND SURFACES: PARKING SPACES AND ACCESS AISLES SHALL HAVE SURFACE SLOPES NOT STEEPER THAN 1:48. SHALL PROVIDE A TOE CLEARANCE OF 9 INCHES MIN. ABOVE THE FLOOR AND EXTENDING 6 INCHES DEEP BEYOND THE CLEAR WHEN ACCESS AISLES SHALL BE AT THE SAME LEVEL AS THE PARKING SPACES THEY SERVE COMPARTMENT -SIDE FACE OF THE PARTITION, EXCLUSIVE OF PARTITION SUPPORT MEMBERS. TOE CLEARANCE AT THE FRONT OF SIGN ON PULL/ (___ AND SHALL COMPLY WITH ICC/ANSI SECTION 405 OR 406. VERTICAL CLEARANCE: PARKING SPACES FOR VANS SHALL HAVE A VERTICAL CLEARANCE OF 98 INCHES MIN. AT THE SPACE THE PARTITION IS NOT REQUIRED IN A COMPARTMENT GREATER THAN 62 INCHES DEEP WITH A WALL -HUNG WATER CLOSET OR AND ALONG THE VEHICULAR ROUTE THERETO. 65 INCHES DEEP WITH A FLOOR -MOUNTED WATER CLOSET. TOE CLEARANCE AT THE SIDE PARTITION IS NOT REQUIRED IN A SIDE OF DOOR - WHEELCHAIR TURNING SPACE AND CLEAR SPACE (ICC/ANSI SEC. 304 & 305) IDENTIFICATION: WHERE ACCESSIBLE PARKING SPACES ARE REQUIRED TO BE IDENTIFIED BY SIGNS, THE SIGNS SHALL INCLUDE COMPARTMENT GREATER THAN 66 INCHES WIDE. 9° z CLEAR FLOOR OR GROUND SURFACE: FLOOR OR GROUND SURFACES OF A WHEELCHAIR TURNING SPACE SHALL HAVE A SLOPE THE INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ANSI SECTION 703.6. SUCH SIGNS SHALL BE 60 INCHES MIN. TYR 7 11 _ _ NOT STEEPER THAN 1:48. THE CLEAR FLOOR OR GROUND SPACE SHALL BE 30 INCHES MIN. BY 48 INCHES MIN. AND SHALL BE ABOVE THE FLOOR OR GROUND SURFACE OF THE PARKING SPACE, MEASURED TO THE BOTTOM OF THE SIGN. LAVATORIES AND SINKS (ICC/ANSI SEC. 606): w POSITIONED FOR EITHER FORWARD OR PARALLEL APPROACH TO AN ELEMENT. ONE FULL, UNOBSTRUCTED SIDE OF THE CLEAR CLEAR FLOOR OR GROUND SPACE: A 30" X 48" CLEAR FLOOR OR GROUND SPACE POSITIONED FOR FORWARD APPROACH SHALL � W FLOOR OR GROUND SPACE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE ROUTE OR ADJOIN ANOTHER CLEAR FLOOR OR GROUND PASSENGER LOADING ZONES (ICC/ANSI SEC. 503): BE PROVIDED. KNEE AND TOE CLEARANCE SHALL BE PROVIDED. c o SPACE. VEHICLE PULL-UP SPACE: PASSENGER LOADING ZONES SHALL PROVIDE AN ACCESS AISLE ADJACENT AND PARALLEL TO A HEIGHT AND CLEARANCES: THE FRONT OF LAVATORIES AND SINKS SHALL BE 34 INCHES MAX. ABOVE THE FLOOR OR GROUND, N CIRCULAR SPACE: THE WHEELCHAIR TURNING SPACE SHALL BE NOT LESS THAN 60 INCHES DIAMETER MIN. WHEELCHAIR VEHICLE PULL-UP SPACE 96 INCHES MIN. WIDTH AND 20 FEET MIN. LENGTH. MEASURED TO THE HIGHER OF THE FIXTURE RIM OR COUNTER SURFACE. FAUCETS SHALL COMPLY WITH ICC/ANSI SECTION 309. ADA COMPLIANT SIGN PER PLAN, z z L"4' TURNING SPACE SHALL BE PERMITTED TO INCLUDE KNEE AND TOE CLEARANCES. ACCESS AISLES; ACCESS AISLES SHALL BE PART OF THE ACCESSIBLE ROUTE TO THE BUILDING OR FACILITY ENTRANCE. ACCESS HAND -OPERATED, SELF -CLOSING FAUCETS SHALL REMAIN OPEN FOR 10 SECONDS MIN. M � L L O - .0 , 0 ` ` O O N SCHEDULE aC DETAIL in �n J � N ° O L t L O L T-SHAPED SPACE: THE WHEELCHAIR TURNING SPACE MAY BE A T-SHAPED SPACE WITHIN A 60 INCH MIN. SQUARE WITH ARMS AISLES SERVING VEHICLE PULL-UP SPACES SHALL BE 60 INCHES WIDE MIN. AND 20 FEET LONG MIN. ACCESS AISLES SHALL BE EXPOSED PIPES AND SURFACES: WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR n �,_ _ ° a- 0, a�- I AND BASE 36 INCHES WIDE MIN. EACH ARM Of THE T SHALL BE CLEAR OF OBSTRUCTIONS 12 INCHES MIN. IN EACH DIRECTION MARKED SO AS TO DISCOURAGE PARKING IN THEM. OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER 2'-0' MAX. DEPTH Iu -0 °, N a T o � ° E N � ` C Ow- ° O v,0� O N 0L._. C AND THE BASE SHALL BE CLEAR OF OBSTRUCTIONS 24 INCHES MIN. T-SHAPED WHEELCHAIR TURNING SPACES SHALL BE FOR MIN. CLEARANCE - � °' _ ° "� PERMITTED TO INCLUDE KNEE AND TOE CLEARANCES ONLY AT THE END OF EITHER THE BASE OR ONE ARM FLOOR OR GROUND SURFACES: VEHICLE PULL-UP SPACES IN PASSENGER LOADING ZONES AND ACCESS AISLES SHALL HAVE LAVATORIES AND SINKS. B.O. HIGHEST s a�L ` ° o ° o E c o °' SURFACE SLOPES NOT STEEPER THAN 1:48. ACCESS AISLES SHALL BE AT THE SAME LEVEL AS THE VEHICLE PULL-UP SPACE 2'-8" MIN. o E = 6 T °' a ° ' ° DOORS: UNLESS OTHERWISE SPECIFIED, DOORS SHALL BE PERMITTED TO SWING INTO WHEELCHAIR TURNING SPACE. TACTILE TEXT N a 3 -0 a,- >y °-N a= 0 c THEY SERVE. GRAB BARS (ICC/ANSI SEC. 609): ALCOVE CLEAR FLOOR SPACE: FORWARD APPROACH -THE WIDTH OF AN ALCOVE SHALL BE 36 INCHES MIN. WHERE THE VERTICAL CLEARANCE: VERTICAL CLEARANCE OF 114 INCHES MIN. SHALL BE PROVIDED AT PASSENGER LOADING ZONES AND a ° ` °' a 3 "' DEPTH EXCEEDS 24 INCHES. PARALLEL APPROACH - THE WIDTH OF AN ALCOVE SHALL BE 60 INCHES MIN. WHERE THE DEPTH SIZE. GRAB BARS SHALL HAVE A CIRCULAR CROSS SECTION WITH A DIAMETER OF 1-1/4 INCH MIN. AND 2 INCHES MAX. C � -" _ ° a g oL ALONG VEHICLE ACCESS ROUTES TO SUCH AREAS FROM SITE ENTRANCES. E 2 ° ' 3 w " EXCEEDS 15 INCHES. NON -CIRCULAR CROSS-SEC11ONS: GRAB BARS WITH OTHER SHAPES SHALL BE PERMITTED PROVIDED THEY HAVE A CROSS o o N o o - E � o o O ."-5 c o STAIRWAYS (ICC/ANSI SEC. 504): SECTION DIMENSION OF 2 INCHES MAX., AND A PERIMETER DIMENSION OF 4 INCHES MIN. AND 4.8 INCHES MAX. AND WITH EDGES o O lu = E ° o � w" E , w ° o E KNEE AND TOE CLEARANCE (ICC/ANSI SEC. 306): / ° °'"" ° HAVING 1 8 INCH MIN. RADIUS. a CV L O C°° •- O TREADS AND RISERS: ALL STEPS ON A FLIGHT OF STAIRS SHALL HAVE UNIFORM RISER HEIGHTS AND UNIFORM TREAD DEPTH. ,� : :a �o 2 ~ a� a- " N Z z In ° _:�' o? TOE CLEARANCE: SPACE UNDER AN ELEMENT BETWEEN THE FLOOR OR GROUND AND 9 INCHES ABOVE THE FLOOR OR GROUND SPACING: THE SPACE BETWEEN THE WALL AND THE GRAB BAR SHALL BE 1-1/2 INCHES. THE SPACE BETWEEN THE GRAB BAR SHALL BE TOE CLEARANCE. MAX. DEPTH IS PERMITTED TO EXTEND 25 INCHES MAX. UNDER AN ELEMENT AND 17 INCHES MIN. RISERS SHALL BE 4 INCHES HIGH MIN. AND 7 INCHES MAX. TREADS SHALL BE 11 INCHES DEEP MIN., MEASURED FROM RISER TO AND OBJECTS BELOW AND AT THE ENDS SHALL BE 1-1/2 INCHES MIN. THE SPACE BETWEEN THE GRAB BAR AND PROJECTING o E ° a" 3 Co RISER. OPEN RISERS SHALL NOT BE PERMITTED. STAIR TREAD SURFACE SHALL COMPLY WITH ICC/ANSI SECTION 302. OO o N -_�-' o "a o o ° N BENEATH THE ELEMENT. TOE CLEARANCE SHALL BE 30 INCHES WIDE MIN. OBJECTS ABOVE SHALL BE 12 INCHES MIN. �- NOSINGS: THE RADIUS OF CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL BE 1/2 INCH MAX. NOSINGS THAT PROJECT °' ° KNEE CLEARANCE: SPACE UNDER AN ELEMENT BETWEEN 9 INCHES AND 27 INCHES ABOVE THE FLOOR OR GROUND SHALL BE POSITION OF GRAB BARS: GRAB BARS SHALL BE MOUNTED IN A HORIZONTAL POSITION, 33 INCHES MIN. AND 36 INCHES MAX. r °. ° , 0 m � E „ �..;_; o KNEE CLEARANCE. KNEE CLEARANCE SHALL BE PERMITTED TO EXTEND 25 INCHES MAX. UNDER AN ELEMENT AT 9 INCHES ABOVE BEYOND RISERS SHALL HAVE THE UNDERSIDE OF THE LEADING EDGE CURVED OR BEVELED. RISERS SHALL BE PERMITTED TO ABOVE THE FLOOR. 4-0 5, 01- = _ o �.`s o SLOPE UNDER THE TREAD AT AN ANGLE OF 30 DEGREES MAX. FROM VERTICAL THE PERMITTED PROJECTION OF THE NOSING a _= a" 5 ` ° ° L t � u THE FLOOR OR GROUND. WHERE KNEE CLEARANCE IS REQUIRED BENEATH AN ELEMENT AS PART OF A CLEAR FLOOR OR GROUND SURFACE HAZARDS: GRAB BARS AND ANY WALL OR OTHER SURFACES ADJACENT TO GRAB BARS SHALL BE FREE OF SHARP OR o - a ° m S N o ° ° _� ° SHALL BE 1-1 2 INCHES MAX. BEYOND THE TREAD BELOW. ` ` - N -- `" ' ' ° _ SPACE, THE KNEE CLEARANCE SHALL BE 11 INCHES DEEP MIN. AT 9 INCHES ABOVE THE FLOOR OR GROUND, AND 8 INCHES / ABRASIVE ELEMENTS. EDGES SHALL HAVE A RADIUS OF 1/8 INCH MIN. GRAB BARS SHALL NOT ROTATE WITHIN THEIR FITTINGS. " aQQ.-Z O m ` 3Q E aa0 ° DEEP MIN. AT 27 INCHES ABOVE THE FLOOR OR GROUND. KNEE CLEARANCE SHALL BE 30 INCHES WIDE MIN. OUTDOOR CONDITIONS: OUTDOOR STAIRS AND OUTDOOR APPROACHES TO STAIRS SHALL BE DESIGNED SO THAT WATER WILL INSTALLATION: GRAB BARS SHALL BE INSTALLED IN ANY MANNER THAT PROVIDES A GRIPPING SURFACE AT THE LOCATIONS 10° 11 2'-6° 3'-0' MIN. NOT ACCUMULATE ON WALKING SURFACES. SPECIFIED IN THIS STANDARD AND THAT DOES NOT OBSTRUCT THE CLEAR FLOOR SPACE. STRUCTURAL STRENGTH: ALLOWABLE11 PROTRUDING OBJECTS (ICC/ANSI SEC. 307): STRESSES IN BENDING, SHEAR, AND TENSION SHALL NOT BE EXCEEDED FOR MATERIALS USED WHERE A VERTICAL OR m , E PROTRUSION LIMITS: OBJECTS WITH LEADING EDGES MORE THAN 27 INCHES AND NOT MORE THAN 80 INCHES ABOVE THE FLOOR HANDRAILS (ICC/ANSI SEC. 505): HORIZONTAL FORCE OF 250 POUNDS IS APPLIED AT ANY POINT ON THE GRAB BAR, FASTENER MOUNTING DEVICE OR �' a rn co °- OR GROUND SHALL PROTRUDE 4 INCHES MAX. HORIZONTALLY INTO THE CIRCULATION PATH. HANDRAILS SERVING STAIRS AND LOCATION: HANDRAILS SHALL BE PROVIDED ON BOTH SIDES OF STAIRS AND RAMPS. IN ASSEMBLY SEATING AREAS, HANDRAILS SUPPORTING STRUCTURE. U 5 c Co 0 D SHALL NOT BE REQUIRED ON BOTH SIDES ALONG AISLE STAIRS, PROVIDED WITH A HANDRAIL EITHER AT THE SIDE OR WITHIN THE (ulW o co E RAMPS SHALL BE PERMITTED TO PROTRUDE 4-1/2 INCHES MAX. GUARDRAILS OR OTHER BARRIERS SHALL BE PROVIDED WHERE E.-, - Ep -- t - AISLE. HANDRAILS SHALL NOT BE REQUIRED ON THE SIDES OF RAMPED AISLES SERVING SEATS. SIGNAGE (ALL SIGNAGE TO COMPLY WITH ICC/ANSI CHAP. 7): � � "' " ° VERTICAL CLEARANCE IS LESS THAN 80 INCHES HIGH. LEADING EDGE OF SUCH GUARDRAIL OR BARRIER SHALL BE 27 INCHES � � •- N � ul MAX. ABOVE THE FLOOR OR GROUND. PROTRUDING OBJECTS SHALL NOT REDUCE THE CLEAR WIDTH REQUIRED FOR ACCESSIBLE CONTINUITY: HANDRAILS SHALL BE CONTINUOUS WITHIN THE FULL LENGTH OF EACH STAIR FLIGHT OR RAMP RUN. INSIDE ACCESSIBLE ENTRANCES: ACCESSIBLE BUILDING ENTRANCES SHALL BE IDENTIFIED WITH STANDARD SIGNS AND DIRECTIONAL U ` s m o ROUTES. HANDRAILS ON SWITCHBACK OR DOGLEG STAIRS OR RAMPS SHAD- BE CONTINUOUS BETWEEN FLIGHTS OR RUNS. SIGNS THAT COMPLY WITH ICC/ANSI SECTION 703 AND ARE VISIBLE TO PERSONS ALONG APPROACHING PEDESTRIAN WAYS. THE ACCESSIBLE S I G N AG E LOCATION REACH RANGES o x � _ HEIGHT: TOP OF GRIPPING SURFACES OF HANDRAILS SHALL BE 34 INCHES MIN. AND 38 INCHES MAX. VERTICALLY ABOVE STAIR z Q,FD POST -MOUNTED OBJECTS: OBJECTS ON A SINGLE POST OR PYLON SHALL BE PERMITTED TO OVERHANG 12 INCHES MAX. WHERE NOSINGS RAMP SURFACES, AND WALKING SURFACES. HANDRAILS SHALL BE AT A CONSISTENT HEIGHT ABOVE STAIR NOSINGS INTERNATIONAL SYMBOL OF ACCESSIBILITY IS REQUIRED TO IDENTIFY FACILITIES THAT ARE ACCESSIBLE. THE SYMBOL IS TO BE A - 5 - d)l o 0 o � c MORE THAN 27 INCHES AND NOT MORE THAN 80 INCHES ABOVE THE FLOOR OR GROUND. WHITE FIGURE ON BLUE BACKGROUND (COLOR NO. 15090) IN FEDERAL STANDARD 595A. SCALE: 1/2 - 1 -0 ICC/ANSI CHAP. 7 SCALE: 3/8 - 1 -0 ICC/ANSI SEC. 308 d = o o E � AND RAMP SURFACES. a E M �, EXCEPTION: A SPECIAL SIGN OR IDENTIFICATION WHICH COMPLEMENTS DECOR OR A UNIQUE DESIGN MAY BE APPROVED WHEN IT CLEARANCE: CLEAR SPACE BETWEEN HANDRAIL AND WALL SHALL BE 1-1/2 INCHES MIN. 0) ¢ CD � N REACH RANGES (ICC/ANSI SEC. 308): GRIPPING SURFACE: GRIPPING SURFACES SHALL BE CONTINUOUS, WITHOUT INTERRUPTION BY NEWEL POSTS, OTHER IS DETERMINED BY AN ENFORCING AGENCY THAT SUCH SIGNS AND IDENTIFICATION PROVIDE ADEQUATE DIRECTION. � of � 0 UNOBSTRUCTED REACH: WHERE A CLEAR FLOOR OR GROUND SPACE ALLOWS A PARALLEL APPROACH TO AN ELEMENT AND THE CHARACTERS: LETTERS AND NUMBERS ON SIGNS ARE TO HAVE A WIDTH TO HEIGHT RATIO OF BETWEEN 3:5 AND 1:1, AND A INSULATE HOT WATER PIPES AND SIDE REACH IS UNOBSTRUCTED, THE HIGH SIDE REACH SHALL BE 48 INCHES MAX. AND THE LOW SIDE REACH SHALL BE 15 CONSTRUCTION ELEMENTS, OR OBSTRUCTIONS. HANDRAIL BRACKETS OR BALUSTERS ATTACHED TO THE BOTTOM SURFACE OF THE STROKE WIDTH TO HEIGHT RATIO BETWEEN 1:5 AND 1:10. WHEN RAISED OR RECESSED CHARACTERS OR SYMBOLS ARE USED, DRAIN TO PREVENT CONTACT LO G HANDRAIL ARE ALLOWED IF NOT MORE THAN 20 PERCENT OF THE HANDRAIL LENGTH IS OBSTRUCTED. SEE SECTION 505.6 FORml INCHES MIN. ABOVE THE FLOOR OR GROUND. EXISTING ELEMENTS SHALL BE PERMITTED AT 54 INCHES MAX. ABOVE THE FLOOR ADDITIONAL HORIZONTAL PROJECTION EXCEPTIONS. HANDRAILS, AND ANY WALL OR OTHER SURFACES ADJACENT TO THEM, SHALL THEY ARE TO BE RAISED OR RECESSED A MIN. 1/32 INCH AND ARE TO BE SANS SERIF TYPE FONT. RAISED CHARACTERS ARE LINE OF REQUIRED � � T OR GROUND. TO BE AT LEAST 5 8 INCH HIGH AND RECESSED CHARACTERS AND SYMBOLS ARE TO HAVE A 1 4 INCH MIN. STROKE WIDTH. OBSTRUCTED HIGH FORWARD REACH: WHERE A HIGH FORWARD REACH IS OVER AN OBSTRUCTION, THE CLEAR FLOOR OR BE FREE OF ANY SHARP OR ABRASIVE ELEMENTS. HANDRAILS SHALL NOT ROTATE WITHIN THEIR FITTINGS AND THEY SHALL HAVE / / CLEARANCE 00 I°' 0 A CIRCULAR CROSS SECTION WITH AN OUTSIDE DIAMETER OF 1-1/4 INCH MIN. AND 2 INCHES MAX. BRAILLE: CONTRACTED GRADE 2 BRAILLE SHALL COMPLY WITH SECTION 703.4, AND IS TO BE USED WHEREVER BRAILLE IS MIRROR 1'-5" TO 1'-7" EQUIPMENT PERMITTED GROUND SPACE SHALL EXTEND BENEATH THE ELEMENT FOR A DISTANCE NOT LESS THAN THE REQUIRED REACH DEPTH OVER � NON -CIRCULAR CROSS SECTIONS: HANDRAILS WITH OTHER SHAPES SHALL BE PERMITTED PROVIDED THEY HAVE A PERIMETER REQUIRED. IN SHADED AREA THE OBSTRUCTION. THE HIGH FORWARD REACH SHALL BE 48 INCHES MAX. WHERE THE REACH DEPTH IS 20 INCHES MAX. WHERE DIMENSION OF 4 INCHES MIN. AND 6-1 4 INCHES MAX. AND PROVIDED THEIR LARGEST CROSS-SECTION DIMENSION IS 2-1/4 THE REACH DEPTH EXCEEDS 20 INCHES, THE HIGH FORWARD REACH SHALL BE 44 INCHES MAX. AND THE REACH DEPTH SHALL / / WHEELCHAIR ACCESSIBLE PUBLIC TELEPHONES (ICC/ANSI SEC. 704): BE 25 INCHES MAX. INCHES MAX. OBSTRUCTED HIGH SIDE REACH: WHERE A CLEAR FLOOR OR GROUND SPACE ALLOWS A PARALLEL APPROACH TO AN OBJECT TOP EXTENSION AT STAIRS: AT THE TOP OF A STAIR FLIGHT, HANDRAILS SHAD- EXTEND HORIZONTALLY ABOVE THE LANDING CLEAR FLOOR OR GROUND SPACE: A 30" X 48" CLEAR FLOOR OR GROUND SPACE SHALL BE PROVIDED. THE CLEAR FLOOR OR / , f.\ FOR 12 INCHES MIN. BEGINNING DIRECTLY ABOVE THE FIRST RISER NOSING. SUCH EXTENSION SHALL RETURN TO A WALL, GUARD, GROUND SPACE SHALL NOT BE RESTRICTED BY BASES, ENCLOSURES, OR FIXED SEATS. WHERE A PARALLEL APPROACH IS x AND THE HIGH SIDE REACH IS OVER AN OBSTRUCTION, THE HEIGHT OF THE OBSTRUCTION SHALL BE 34 INCHES MAX., AND THE >` c DEPTH OF THE OBSTRUCTION SHALL BE 24 INCHES MAX. THE HIGH SIDE REACH SHALL BE 48 INCHES MAX. FOR A REACH DEPTH OR THE WALKING SURFACE, OR SHALL BE CONTINUOUS TO THE HANDRAIL OF AN ADJACENT STAIR FLIGHT. PROVIDED, THE DISTANCE FROM THE EDGE OF THE TELEPHONE ENCLOSURE TO THE FACE OF THE TELEPHONE UNIT SHALL BE 10 z ,A' BOTTOM EXTENSION AT STAIRS: AT THE BOTTOM OF A STAIR FLIGHT HANDRAILS SHALL EXTEND AT THE SLOPE OF THE STAIR INCHES MAX. WHERE A FORWARD APPROACH IS PROVIDED THE DISTANCE FROM THE FRONT EDGE OF A COUNTER WITHIN THE M � ; OF 10 INCHES MAX. WHERE THE REACH DEPTH EXCEEDS 10 INCHES, THE HIGH SIDE REACH SHALL BE 46 INCHES MAX. FOR � `�' o � o ::...._�� FLIGHT FOR A HORIZONTAL DISTANCE EQUAL TO ONE TREAD DEPTH BEYOND THE LAST RISER NOSING. IF PROVIDED AT THE ENCLOSURE TO THE FACE OF THE TELEPHONE UNIT SHALL BE 20 INCHES MAX. °` '. -........- REACH DEPTH OF 24 INCHES MAX. BOTTOM OF A STAIR FLIGHT, A HORIZONTAL EXTENSION OF A HANDRAIL SHALL BE 12 INCHES LONG MIN. AND A HEIGHT EQUAL OPERABLE PARTS: THE HIGHEST OPERABLE PART OF THE TELEPHONE SHALL BE WITHIN THE REACH RANGES SPECIFIED IN =� N N N `r , TO THAT OF THE SLOPING PORTION OF THE HANDRAIL AS MEASURED ABOVE THE STAIR NOSINGS. SUCH EXTENSION SHALL SECTION 309. TELEPHONES SHALL HAVE PUSH BUTTON CONTROLS WHERE SERVICE FOR SUCH EQUIPMENT IS AVAILABLE. � "' ° OPERABLE PARTS (ICC/ANSI SEC. 309): ? ... 1 .. _,. RETURN TO A WALL, GUARD, OR THE WALKING SURFACE OR SHALL BE CONTINUOUS TO THE HANDRAIL OF AN ADJACENT STAIR TELEPHONE DIRECTORIES: WHERE PROVIDED, TELEPHONE DIRECTORIES SHALL COMPLY WITH [CC/ANSI SECTION 309. �' '. � - :�::' HEIGHT: OPERABLE PARTS SHALL BE PLACED WITHIN ONE OR MORE OF THE REACH RANGES. EXCEPT WHERE THE USE OF FLIGHT. CORD LENGTH: WHEELCHAIR ACCESSIBLE TELEPHONES SHALL BE EQUIPPED WITH A HANDSET CORD LENGTH OF 29 INCHES MIN. '........' SPECIAL EQUIPMENT DICTATES OTHERWISE, OR WHERE ELECTRICAL AND COMMUNICATIONS SYSTEMS RECEPTACLES ARE NOT VOLUME -CONTROL TELEPHONES: TELEPHONES WITH VOLUME CONTROL SHALL BE EQUIPPED WITH A RECEIVER VOLUME CONTROL <:_,�<. NORMALLY INTENDED FOR USE BY BUILDING OCCUPANTS. KNEE CLEARANCE 8' MIN. 6' MAX. TOE CLEARANCE ':�.177\ OPERATION: OPERABLE PARTS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR DRINKING FOUNTAINS (ICC/ANSI SEC. 602): WITH A RANGE THAT PROVIDES 12 DB OF GAIN MIN. AND 20 DB OF GAIN MAX. AN AUTOMATIC RESET SHALL BE PROVIDED. KNEE CLEARANCE 8" MIN. 6" MAX. TOE CLEARANCE �; CLEAR FLOOR OR GROUND SPACE: A 30 X 48 CLEAR FLOOR OR GROUND SPACE SHALL BE PROVIDED. WHERE A FORWARD TELEPHONES SHALL BE HEARING AID COMPATIBLE. TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE OPERABLE PARTS SHALL BE 5 POUNDS MAX. TTY: WHERE USED WITH A PAY TELEPHONE, TEXT TELEPHONES SHALL BE PERMANENTLY AFFIXED WITHIN, OR ADJACENT T0, THE 1'-5" MIN. DEPTH 2'-0' MAX. \� :. ' " APPROACH IS PROVIDED, THE CLEAR FLOOR OR GROUND SPACE SHALL BE CENTERED ON THE UNIT AND SHALL INCLUDE KNEE TELEPHONE ENCLOSURE. IF AN ACOUSTIC COUPLER IS USED, THE TELEPHONE CORD SHALL BE SUFFICIENTLY LONG TO ALLOW \: ,' +:`-.-1 AND TOE CLEARANCE. WHERE A PARALLEL APPROACH IS PROVIDED, THE CLEAR FLOOR OR GROUND SPACE SHALL BE CENTERED ..: ACCESSIBLE ROUTES (ICC/ANSI SEC. 402): CONNECTION OF THE TTY AND THE TELEPHONE RECEIVER. WHERE PAY TELEPHONES DESIGNED TO ACCOMMODATE A PORTABLE " \ ` - ACCESSIBLE ROUTES SHALL CONSIST OF ONE OR MORE OF THE FOLLOWING COMPONENTS: WALKING SURFACES WITH A SLOPE ON THE UNIT. 1'-5 MIN. 1-5° TO I'-7 -; TTY ARE PROVIDED, THEY SHALL BE EQUIPPED WITH A SHELF AND AN ELECTRICAL OUTLET 1MTHIN OR ADJACENT TO THE SPOUT HEIGHT AND LOCATION: SPOUT OUTLETS FOR WHEELCHAIR ACCESSIBILITY SHALL BE 36 INCHES MAX. ABOVE THE FLOOR `` : NOT STEEPER THAN 1:20, DOORS AND DOORWAYS, RAMPS, CURB RAMPS, ELEVATORS, AND WHEELCHAIR (PLATFORM) LIFTS. ALL TELEPHONE ENCLOSURE. THE TELEPHONE HANDSET SHALL BE CAPABLE OF BEING PLACED FLUSH ON THE SURFACE OF THE ;,, OR GROUND. SPOUT OUTLETS FOR STANDING PERSONS SHALL BE 38 INCHES MIN. AND 43 INCHES MAX. ABOVE FLOOR OR �`" t. : COMPONENTS OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH THE APPLICABLE PORTIONS OF THIS STANDARD. SHELF. THE SHELF SHALL BE CAPABLE OF ACCOMMODATING A TTY AND SHALL HAVE A 6 INCHES HIGH MIN. VERTICALLI ,;_ .••.._._........ GROUND. UNITS WITH A PARALLEL APPROACH SHALL HAVE THE SPOUT 3-1/2 INCHES MAX. FROM THE FRONT EDGE OF THE CLEARANCE ABOVE THE AREA WHERE THE TTY IS PLACED. CLEAR1. WALKING SURFACES (ICC/ANSI SEC. 403): UNIT, INCLUDING BUMPERS. UNITS WITH A FORWARD APPROACH SHALL HAVE THE SPOUT 15 INCHES MIN. FROM THE VERTICAL CLEAR Z FLU SUPPORT AND 5 INCHES MAX. FROM THE FRONT EDGE OF THE UNIT, INCLUDING BUMPERS. OPERABLE PARTS SHALL COMPLY WITH SLOPE: THE RUNNING SLOPE OF WALKING SURFACES SHALL NOT BE STEEPER THAN 1:20. THE CROSS SLOPE OF A WALKING ICC/ANSI SECTION 309 AND PROTRUDING UNITS SHALL COMPLY WITH ICC/ANSI SECTION 307. � SPAS o � SPACE 2 :, SURFACE SHALL NOT BE STEEPER THAN 1:48.I E : CLEAR WIDTH: CLEAR WIDTH OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH [CC/ANSI 403.5 CLEAR WIDTH AT TURN: WHERE � I r .1.1.11, N �* AN ACCESSIBLE ROUTE MAKES A 180 DEGREE TURN AROUND AN OBJECT WHICH IS LESS THAN 48 INCHES WIDE, CLEAR WIDTHS TOILET AND BATHING ROOMS (ICC/ANSI SEC. 603 AND 604): "' '; WHEELCHAIR TURNING SPACE: A CIRCULAR 60" DIAMETER WHEELCHAIR TURNING SPACE OR A "T" SHAPED TURNING SPACE '�11'` SHALL BE 42 INCHES MIN. APPROACHING THE TURN, 48 INCHES MIN. DURING THE TURN, AND 42 INCHES MIN. LEAVING THE COMPLYING WITH ICC ANSI SECTION 304 SHALL BE PROVIDED. PASSING SPACE: AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN 60 INCHES SHALL PROVIDE PASSING SPACES AT DOORS: DOORS SHALL NOT SWING INTO THE CLEAR FLOOR OR GROUND SPACE OR CLEARANCE FOR ANY FIXTURE EXCEPT WHERE INTERVALS OF 200 FEET MAX. THESE PASSING SPACES SHALL BE EITHER A 60 INCH BY 60 INCH MIN. SPACE, OR AN THE ROOM IS FOR INDIVIDUAL USE AND A 30" X 48" CLEAR FLOOR OR GROUND SPACE IS PROVIDED WITHIN THE ROOM BEYOND 4'-0' MIN. 1'-7° MAX. INTERSECTION OF TWO WALKING SURFACES WHICH PROVIDE A T-SHAPED TURNING SPACE COMPLYING WITH ICC/ANSI SECTION THE ARC OF THE DOOR SWING. 4'-0' MIN. 19 e 304. LOCATION: THE WATER CLOSET SHALL BE POSITIONED WITH A WALL OR PARTITION TO THE REAR AND TO ONE SIDE. THE CENTERUNE OF THE WATER CLOSET SHAD_ BE 16 INCHES MIN. TO 16 INCHES MAX. FROM THE SIDE WALL OR PARTITION. MANUAL DOORS AND DOORWAYS (ICC/ANCI SEC. 404): WATER CLOSET CLEAR SPACE: CLEARANCE AROUND THE WATER CLOSET SHALL BE 60 INCHES MIN. MEASURED PERPENDICULAR LAVATORY CLEARANCES DRINKING FOUNTAIN CLEARANCE S CLEAR WIDTH: DOORWAYS SHAD- HAVE A CLEAR OPENING OF 32 INCHES MIN. CLEAR OPENING OF DOORWAYS WITH SWINGING FROM THE SIDE WALL, AND 56 INCHES MIN. MEASURED PERPENDICULAR FROM THE REAR WALL NO OTHER FIXTURES OR DOORS SHALL BE MEASURED BETWEEN THE FACE OF DOOR AND STOP WITH THE DOOR OPEN 90 DEGREES. OPENINGS MORE OBSTRUCTIONS SHALL BE WITHIN THE WATER CLOSET CLEARANCE. OVERLAP: THE CLEARANCE AROUND THE WATER CLOSET SHALL BE PERMITTED TO OVERLAP THE WATER CLOSET, ASSOCIATED SCALE: 3/8" = l'-0" ICC/ANSI SEC. 304 305 & 306 O THAN 24 INCHES DEEP SHALL PROVIDE A CLEAR OPENINGS OF 36 INCHES: MIN. THERE SHALL BE NO PROJECTIONS INTO :THE SCALE: 3/8" = V-0' " ICC/ANSI SEC. 304 305 & 306 BARSDISPENSERS, ACCESSIBLE ROUTES AND CLEAR FLOOR OR GROUND SPACE OR -CLEARANCES AT OTHER _ - GRAB , TISSUE CLEAR OPENING WIDTH LOWER THAN 34 INCHES ABOVE THE FLOOR OR GROUND. PROJECTIONS INTO THE MIN. CLEAR OPENING FIXTURES AND THE WHEELCHAIR TURNING SPACE. WIDTH MORE THAN 34 INCHES AND UP TO 80 INCHES ABOVE THE FLOOR OR GROUND ARE PERMITTED BUT SHALL NOT EXCEED 4 WATER CLOSET HEIGHT AND CONTROLS: THE TOP OF WATER CLOSET SEATS SHALL BE 17 INCHES MIN. AND 19 INCHES MAX. MANEUVERING CLEARANCES: REQUIRED DOOR MANEUVERING CLEARANCES SHALL NOT INCLUDE KNEE AND TOE CLEARANCE. ABOVE THE FLOOR OR GROUND. SEATS SHALL NOT RETURN AUTOMATICALLY TO A LIFTED POSITION. FLUSH CONTROLS SHALL BE 60" CLEAR MIN. 60' CLEAR MIN. 60" CLEAR MIN. RECESSED DOORS: WHERE THE PLANE OF THE DOORWAY IS RECESSED MORE THAN 8 INCHES FROM THE PLANE OF THE WALL. HAND OPERATED OR AUTOMATIC. HAND -OPERATED FLUSH CONTROLS SHALL COMPLY WITH ICC/ANSI SECTION 309. FINISH FLOOR LEVEL CLEARANCES FOR FRONT APPROACH SHALL BE PROVIDED. GRAB BARS: GRAB BARS SHALL BE PROVIDED ON THE REAR WALL AND ON THE SIDE WALL CLOSEST TO THE WATER CLOSET. TWO DOORS IN SERIES: DISTANCE BETWEEN TWO HINGED OR PIVOTED DOORS IN SERIES SHALL BE 48 INCHES MIN. PLUS THE SIDE WALL GRAB BAR SHALL BE 42 INCHES LONG MIN., 12 INCHES MAX. FROM THE REAR WALL AND EXTENDING 54 INCHES MIN. THRESHOLD w WIDTH OF ANY DOOR SWINGING INTO THE SPACE. THE SPACE BETWEEN THE DOORS SHALL PROVIDE A TURNING SPACE FROM THE REAR WALL IN ADDITION, A VERTICAL GRAB BAR 18 INCHES MIN. IN LENGTH SHALL BE MOUNTED WITH THE BOTTOM4" MAX. COMPLYING WITH SECTION 304. OF THE BAR LOCATED BETWEEN 39 INCHES AND 41 INCHES ABOVE THE FLOOR WITH THE CENTER LINE OF THE BAR LOCATEDx J FLOOR FINISH CLR WIDTH ANY DISTANCE BETWEEN 39 INCHES AND 41 INCHES FROM THE REAR WALL THE REAR WALL GRAB BAR SHALL BE 36 INCHES LONG MIN. AND DOOR HARDWARE: HANDLES, PULLS, LATCHES, LOCKS, AND OTHER OPERABLE PARTS ON ACCESSIBLE DOORS SHALL HAVE A � EXTEND FROM THE CENTER LINE OF THE WATER CLOSET A MIN. OF 12 INCHES ON THE SIDE CLOSEST TO THE WALL AND 24 SHAPE THAT IS EASY TO GRASP WITH ONE HAND AND DOES NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE d- � WRIST TO OPERATE. SUCH HARDWARE SHALL BE 34 INCHES MIN. AND 48 INCHES MAX. ABOVE THE FLOOR OR GROUND. WHERE INCHES MIN. ON THE TRANSFER SIDE. SLIDING DOORS ARE IN THE FULLY OPEN POSITION, OPERATING HARDWARE SHALL BE EXPOSED AND USABLE FROM BOTH SIDES. DISPENSERS: DISPENSERS SHALL COMPLY WITH SECTION 309.4 AND 609.3. WHERE THE DISPENSER IS LOCATED ABOVE THE GRAB o DOOR CLOSERS: DOOR CLOSERS SHALL BE ADJUSTED SO THAT FROM AN OPEN POSITION OF 90 DEGREES, THE TIME REQUIRED BAR, THE OUTLET OF THE DISPENSER SHALL BE LOCATED WITHIN AN AREA 24 INCHES MIN. AND 36 INCHES MAX. FROM THE � Lobb TO MOVE THE DOOR TO AN OPEN POSITION OF 12 DEGREES SHALL BE 5 SECONDS MIN. REAR WALL WHERE A DISPENSER IS LOCATED BELOW THE GRAB BAR, THE OUTLET OF A DISPENSER SHALL BE LOCATED WITHIN D Y SPRING HINGES: DOOR SPRING HINGES SHALL BE ADJUSTED SO THAT FROM THE OPEN POSITION OF 70 DEGREES, THE DOOR AN AREA 24 INCHES MIN. AND 42 INCHES MAX. FROM THE REAR WALL THE OUTLET OF THE DISPENSER SHALL BE LOCATED 18 a SHALL MOVE TO THE CLOSED POSITION IN 1.5 SECONDS MIN., INCHES MIN. AND 48 INCHES MAX. ABOVE THE FLOOR. DISPENSERS SHALL NOT BE OF A TYPE THAT CONTROL DELIVERY, OR I DOOR -OPENING FORCE: FIRE DOORS SHALL HAVE THE MIN. OPENING FORCE ALLOWABLE BY THE APPROPRIATE ADMINISTRATIVE THAT DO NOT ALLOW CONTINUOUS PAPER FLOW. z 17- AUTHORITY. THE MAX. FORCE FOR PUSHING OPEN OR PULLING OPEN DOORS OTHER THAN FIRE DOORS SHALL BE AS FOLLOWS: MIRRORS: MIRRORS SHALL BE MOUNTED WITH THE BOTTOM EDGE OF THE REFLECTING SURFACE 40 INCHES MAX. ABOVE THE z FLOOR OR GROUND. 2 =S =S m , N '�' < COAT HOOKS AND SHELVES: COAT HOOKS PROVIDED WITHIN TOILET ROOMS SHALL ACCOMMODATE A FORWARD REACH OR SIDE x - - INTERIOR HINGED DOOR: 5.0 POUNDS Q 1 Q SLIDING OR FOLDING DOOR: 5.0 POUNDS REACH COMPLYING WITH ICC/ANSI SECTION 308. WHERE PROVIDED, AFOLD-DOWN SHELF SHALL BE 40 INCHES MIN. AND 48 z Q INCHES MAX. ABOVE THE FLOOR OR GROUND. �, Z t- THESE FORCES DO NOT APPLY TO THE FORCE REQUIRED TO RETRACT LATCH BOLTS OR DISENGAGE OTHER DEVICES THAT HOLD >< \ g � W W THE DOOR IN A CLOSED POSITION. URINALS (ICC/ANSI SEC. 605): © � °I CL' HEIGHT AND CONTROLS: URINALS SHALL BE OF THE STALL TYPE OR SHALL BE OF THE WALL -HUNG TYPE WITH THE RIM AT 17 = `� � � to DOOR SURFACE: DOOR SURFACES WITHIN 10 INCHES OF THE FLOOR OR GROUND MEASURED VERTICALLY SHAD_ BE A SMOOTH INCHES MAX. ABOVE THE FLOOR OR GROUND. WALL HUNG URINALS SHALL BE 13-1/2 INCHES MIN. IN DEPTH MEASURED FROM o W .j J SURFACE ON THE PUSH SIDE EXTENDING THE FULL WIDTH OF THE DOOR. PARTS CREATING HORIZONTAL OR VERTICAL JOINTS IN THE OUTER FACE OF THE URINAL RIM TO THE WALL (LUSH CONTROLS SHALL BE HAND OPERATED OR AUTOMATIC. W I W r , Y SUCH SURFACE SHALL BE WITHIN 1/16 INCH OF THE SAME PLANE AS THE OTHER. CAVITIES CREATED BY ADDED KICK PLATES CLEAR FLOOR OR GROUND SPACE: A 30" X 48" CLEAR FLOOR OR GROUND SPACE POSITIONED FOR FORWARD APPROACH SHALL � °° V < Z SHALL BE CAPPED. EXCEPT FOR SLIDING DOORS, TEMPERED GLASS DOORS WITHOUT STILES AND HAVING A BOTTOM RAIL OR BE PROVIDED. NOTE C> 0 2 00 SHOE WITH THE TOP LEADING EDGE TAPERED AT NO LESS THAN 60 DEGREES FROM THE HORIZONTAL SHALL NOT BE REQUIRED INTERIOR AND EXTERIOR THRESHOLDS SHALL BE NO HIGHER THAN 1 Z INCH ABOVE o N TO MEET THE 10 INCH BOTTOM RAIL HEIGHT REQUIREMENT, AND DOORS WHICH DO NOT EXTEND TO WITHIN 10 INCHES OF THE TOILET COMPARTMENTS FOR MULTI -TOILET ROOMS (ICC/ANSI SEC. 604): / -N FLOOR OR GROUND. VISION LITES: DOORS AND SIDEUTES ADJACENT TO DOORS CONTAINING ONE OR MORE GLAZING PANELS WHEELCHAIR ACCESSIBLE COMPARTMENTS: WHEELCHAIR ACCESSIBLE COMPARTMENTS SHALL BE 60 INCHES WIDE MIN. MEASURED THE ADJACENT FLOOR .X//mZ THAT PERMIT VIEWING THROUGH THE PANELS SHALL HAVE THE BOTTOM OF AT LEAST ONE PANEL 43 INCHES MAX. ABOVE THE PERPENDICULAR TO THE SIDE WALL, AND 56 INCHES DEEP MIN. FOR WALL HUNG WATER CLOSETS AND 59 INCHES DEEP MIN. BEVELED OR SLOPED AT AN ANGLE NOT TO EXCEED 45 DEGREES SO THAT NOV////V///V/////////// z It 06 Q O FLOOR OR GROUND. FOR FLOOR MOUNTED WATER CLOSETS, MEASURED PERPENDICULAR TO THE REAR WALL VERTICAL CHANGE OF ELEVATION EXCEEDS 1/4 INCH. U. w < � AMBULATORY ACCESSIBLE COMPARTMENTS: AMBULATORY ACCESSIBLE COMPARTMENTS SHALL BE 60 INCHES DEEP MIN. AND 360 �_RAMPS (ICC/ANSI SEC. 405): INCHES WIDE. WATER CLOSETS LOCATED IN AMBULATORY ACCESSIBLE COMPARTMENTS SHALL HAVE THE CENTERUNE OF THE Z w Z WALKING SURFACES ON ACCESSIBLE ROUTES WITH A RUNNING SLOPE STEEPER THAN 1:20 ARE RAMPS. WATER CLOSET 17 INCHES MIN. AND 19 INCHES MAX. FROM THE SIDE WALL OR PARTITION. THE WATER CLOSET SHALL BE > Ill F- _ SLOPE: RAMP RUNS SHALL HAVE A RUNNING SLOPE NOT STEEPER THAN 1:12. CROSS SLOPE OF RAMP RUNS SHALL NOT BE CENTERED IN THE COMPARTMENT. COMPARTMENT DOORS SHALL NOT SWING INTO THE MIN. REQUIRED COMPARTMENT AREA. FAI a ❑C J �- U W STEEPER THAN 1:48. GRAB BARS FOR AMBULATORY ACCESSIBLE COMPARTMENTS: A 42 SIDE WALL GRAB BAR SHALL BE PROVIDED ON BOTH SIDES - - Z U CLEAR WIDTH: THE CLEAR WIDTH OF A RAMP RUN SHALL BE 36 INCHES MIN.. HANDRAILS AND HANDRAIL SUPPORTS THAT ARE OF THE COMPARTMENT. PROVIDED ON THE RAMP RUN SHAD- NOT PROJECT INTO THE REQUIRED CLEAR WIDTH OF THE RAMP RUN. THE RISE FOR ANY DOORS: COMPARTMENT DOORS SHALL NOT SWING INTO THE MIN. REQUIRED COMPARTMENT AREA. TOILET COMPARTMENT DOORS 7 0 } j � RAMP RUN SHALL BE 30 INCHES MAX. OUTDOOR RAMPS AND APPROACHES TO RAMPS SHALL BE DESIGNED SO THAT WATER SHALL COMPLY WITH ICC/ANSI SECTION 404, EXCEPT THAT IF THE APPROACH IS TO THE LATCH SIDE OF THE COMPARTMENT THRESHOLDS PROTRUDING OBJECTS CLEARANCE AT DOORS IN SERIES J U- � WILL NOT ACCUMULATE ON WITHIN THE ROOM. WALKING SURFACES. DOOR, THE CLEARANCE BETWEEN THE DOOR SIDE OF THE COMPARTMENT AND ANY OBSTRUCTION SHALL BE 42 INCHES MIN. THE 13 14 15 2 o LANDINGS: RAMPS SHALL HAVE LANDINGS AT BOTTOM AND TOP OF EACH RUN. LANDINGS SHALL HAVE A SLOPE NOT STEEPER SCALE: 6" = l'-0" ICC/ANSI SECTION 302 & 303 SCALE: 3/8" = V-0" ICC/ANSI SEC. 304, 305 & 306 SCALE: 3/8" = l'-O" ICC/ANSI SEC. 404 � ti F- THAN 1:48 AND THE CLEAR WIDTH OF LANDINGS SHALL BE AT LEAST AS WIDE AS THE WIDEST RAMP RUN LEADING TO THE DOOR SHALL BE HINGED 4 INCHES MAX. FROM THE ADJACENT WALL OR PARTITION FARTHEST FROM THE WATER CLOSET. THE - 1 L Q co Z) LANDING. LANDING LENGTH SHALL BE 60 INCHES MIN. CLEAR. RAMPS THAT CHANGE DIRECTION AT LANDINGS SHALL HAVE A 60 LL INCH MIN. BY 60 INCH MIN. LANDING. DOORWAYS: WHERE DOORWAYS ARE ADJACENT TO A RAMP LANDING, MANEUVERING CLEARANCES REQUIRED BY [CC/ANSI REVISIONS SECTIONS 404.2.3 AND 404.3.2 SHALL BE PERMITTED TO OVERLAP THE LANDING AREA. WHERE A DOOR THAT IS SUBJECT TO � NO. DATE BY LOCKING IS LOCATED ADJACENT TO A RAMP LANDING, THE LANDING SHALL BE SIZED TO PROVIDE A TURNING SPACE COMPLYING WITH SECTION 304.3. I.C.C. 404 DOORS AND DOORWAYS: FRONT APPROACH - PUSH AND PULL SIDES LATCH APPROACH - PUSH SIDE HINGE APPROACH - PULL SIDE LATCH APPROACH - PULL SIDE HINGE APPROACH - PUSH SIDE Q 09/01/15 CITY HANDRAILS: RAMPS WITH A RISE GREATER THAN 6 INCHES SHALL HAVE HANDRAILS COMPLYING WITH ICC/ANSI SECTION 505. Q HANDRAILS SHALL NOT REDUCE THE REQUIRED CLEARANCES OF A RAMP RUN OR LANDING. EDGE PROTECTION SHALL BE 404.1 GENERAL DOORS AND DOORWAYS THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH SECTION 404. PROVIDED ON EACH SIDE OF RAMP RUNS AND AT EACH SIDE OF RAMP LANDINGS. THE FLOOR OR GROUND SURFACE OF THE APPROACH CLEAR 0 RAMP RUN OR LANDING SHALL EXTEND 12 INCHES MIN. BEYOND THE INSIDE FACE OF A RAILING COMPLYING WITH ICC/ANSI 404.2 MANUAL DOORS. MANUAL DOORS AND DOORWAYS AND MANUAL GATES, INCLUDING TICKET GATES, SHALL COMPLY WITH THE REQUIREMENTS Of FLOOR CLEAR SECTION 505. SECTION 404 SPACE FLOOR CLEAR CURB OR BARRIER: A CURB OR BARRIER SHALL BE PROVIDED THAT PREVENTS THE PASSAGE OF A 4-INCH DIAMETER SPHERE CLEAR SPACE ROB CLEAR BELOW A HEIGHT OF 4 INCHES. 404.21 DOUBLE -LEAF DOORS AND GATES. AT LEAST ONE OF THE ACTIVE LEAVES OF DOORWAYS WITH TWO LEAVES SHALL COMPLY NTH SECTIONS M ROAR SPACE /J FLOOR 404.Z2 AND 404.23 I r SPACE APPROACH 1 r C _APPROACH SPACE ISSUE DATES CURB RAMPS (ICC/ANSI SEC. 406): �/ v /� . CURB RAMPS SHALL BE 36 INCHES WIDE MIN., EXCLUSIVE OF FLARED SIDES. CURB RAMPS AND THEIR SIDE FLARES SHALL NOT 404.2.2 CLEAR WIDTH. DOORWAYS SHALL HAVE A CLEAR OPENING WIDTH OF 32 INCHES MIN. CLEAR OPENING WIDTH OF DOORWAYS WITH SWINGING APPROACH < = APPROACH PROTRUDE INTO VEHICULAR TRAFFIC LANES, PARKING SPACES, OR INTO PARKING SPACE ACCESS AISLES. THEY SHALL BE DOORS SHALL BE MEASURED BETWEEN THE FACE OF THE DOOR AND STOP, WITH THE DOOR OPEN 90 DEGREES. OPENINGS, DOORS AND DOORWAYS 1'-6° 4/ 2'-0" 3'-6° Ll 2'-0" X 22' MIN. v DESIGN APPROVAL: LOCATED OR PROTECTED TO PREVENT THEIR OBSTRUCTION BY PARKED VEHICLES. HANDRAILS ARE NOT REQUIRED. WITHOUT DOORS MORE THAN 24 INCHES IN DEPTH SHALL PROVIDE A CLEAR OPENING WIDTH OF 36 INCHES MIN. THERE SHALL BE NO PROJECTIONS MINLl PERMIT SUBMITTAL:07-27-2015 SIDES OF CURB RAMPS: WHERE PEDESTRIANS MUST WALK ACROSS A CURB RAMP, THE RAMP SHALL HAVE FLARED SIDES. INTO THE CLEAR OPENING WIDTH LOWER THAN 34 INCHES ABOVE THE FLOOR. PROJECTIONS INTO THE CLEAR OPENING WIDTH BETWEEN 34 INCHES AND SLOPE OF FLARES SHALL NOT BE STEEPER THAN 1:10. WHERE THE WIDTH OF THE WALKING SURFACE AT THE TOP OF THE RAMP 80 INCHES ABOVE THE FLOOR SHALL NOT EXCEED 4 INCHES. PERMIT RECEIVED: AND PARALLEL TO THE RUN OF THE RAMP IS LESS THAN 48 INCHES WIDE, THE FLARED SIDES SHALL HAVE A SLOPE NOT STEEPER THAN 1:12. CURB RAMPS WITH RETURNED CURBS SHALL BE PERMITTED WHERE PEDESTRIANS WOULD NOT NORMALLY EXCEPTIONS. CLEAR BID DOCS: WALK ACROSS THE RAMP. 1. DOOR CLOSERS AND DOOR STOPS SHALL BE PERMITTED TO BE 78 INCHES MIN. ABOVE THE FLOOR FLOORA X © CONSTR. DOCS: COUNTER SLOPE: COUNTER SLOPES OF ADJOINING GUTTERS AND ROAD SURFACES IMMEDIATELY ADJACENT TO THE CURB RAMP W WED FOR OR ACCESSIBLE ROUTE SHALL NOT BE STEEPER THAN 1:20. TRANSITIONS FROM RAMPS TO WALKS, GUTTERS OR STREETS SHALL 2. IN ALTERATIONS, A PROJECTION OF 5/8 INCH MAX. INTO THE REQUIRED CLEAR OPENING WIDTH SHALL BE PERMITTED FOR THE LATCH SIDE CHAR ' ODE COMPLlA C BE AT THE SAME LEVEL STOP, o I 24"x36" SCALE: AS NOTED LOCATION AT MARKED CROSSINGS: CURB RAMPS AT MARKED CROSSINGS SHALL BE WHOLLY CONTAINED WITHIN THE MARKINGS, d- FLOOR • " APPROVED EXCLUDING ANY FLARED SIDES. 404.23.1 FLOOR SURFACE. FLOOR SURFACE WITHIN THE MANEUVERING CLEARANCES SHALL HAVE A SLOPE NOT STEEPER THAN 1:48 AND SHAIl SPACE 5-0 PLOT DATE: 07-27-2015 LANDINGS: THE CLEAR LENGTH OF THE LANDING SHALL BE 36 INCHES MIN., WITH A CLEAR WIDTH AT LEAST AS WIDE AS THE COMPLY WITH SECTION 302 APPROACH OCT O 2 2015 CAD FILE: 14-145 AO3 CURB RAMP, EXCLUDING FLARED SIDES LEADING TO THE LANDING. NOTE Y= 3-6 MIN.; Y=44 MIN. IF DOOR; DIAGONAL CURB RAMPS: DIAGONAL OR CORNER TYPE CURB RAMPS WITH RETURNED CURBS OR OTHER WELL-DEFINED EDGES 404.2.4 THRESHOLDS AT DOORWAYS: IF PROVIDED. THRESHOLD AT DOORWAYS SHALL BE 1/2 INCH MAX. IN HEIGHT. RAISED THRESHOLDS AND CHANGES HAS A CLOSER; r SHALL HAVE THE EDGES PARALLEL TO THE DIRECTION OF PEDESTRIAN FLOW. BOTTOMS OF DIAGONAL CURB RAMPS SHALL HAVE u', JOB NUMBER: 14-145 48 INCHES MIN. CLEAR SPACE, MEASURED PARALLEL TO THE RUNNING SLOPE. DIAGONAL CURB RAMPS PROVIDED AT MARKED IN LEVEL AT DOORWAYS SHALL COMPLY WITH SECTIONS 302 AND 303. (LOSER AND A LATCH IF DOOR HAS 3(0 A HAS CL 3-6 MIN.; Y=4-0 MIN. IF DOOR APPROACH OSER 4> AAOCL Y�-- 4-0 MIN.; Y=4-6 MIN. If DOOR HAS PROVIDEDMIN. IF BOTH CLOSER AND LATCH ARE O� pf TU{(Wl) HECKED: JCP CROSSINGS SHALL PROVIDE THE 48 INCHES MIN. CLEAR SPACE WITHIN THE MARKINGS. DIAGONAL CURB RAMPS WITH FLARED BU DING DIVIS O SIDES SHALL HAVE A SEGMENT OF STRAIGHT CURB 24 INCHES LONG MIN. ON EACH SIDE OF THE CURB RAMP AND WITHIN THE 3'-0. ❑ --I y - RAIN: JCP MARKED CROSSING. A B E F CITY OF TuKWIL 4 STATUS: PERMIT SUBMITTAL ISLANDS: RAISED ISLANDS IN CROSSINGS SHALL BE A CUT -THROUGH LEVEL WITH THE STREET OR HAVE CURB RAMPS AT BOTH SIDES, AND A LEVEL AREA 48 INCHES LONG MIN. BY 36 INCHES WIDE MIN., IN THE PART OF THE ISLAND INTERSECTED BY THE SEP 0 3 2015 . - CROSSING. ICC A117.1-2009 GENERAL _ ` PARKING SPACES (ICC/ANSI SEC. 502): Q I I !� -qvw- 0 1 R- I PERMIT CENTER CODE NOTES & DETAILS VEHICLE SPACE SIZE: ACCESSIBLE CAR AND VAN PARKING SPACES SHALL HAVE AN ADJACENT ACCESS AISLE. CAR AND VAN MANEUVERING CLEARANCES AT MANUAL SWINGING DOORS - - PARKING SPACES SHALL BE 96 INCHES MIN. WIDTH. ACCESS AISLE: TWO PARKING SPACES SHALL BE PERMITTED TO SHARE A COMMON ACCESS AISLE. PARKED VEHICLE OVERHANGS 17 A0mj SHALL NOT REDUCE THE CLEAR WIDTH OF AN ACCESSIBLE ROUTE. ACCESS AISLES SERVING CAR PARKING SPACES SHALL BE 60 SCALE: 3/8" = V-0" ICC/ANSI SEC. 404 INTERSTATE 1-405 _ WED FOR IE COMPLIANCE APPROVED OCT 0 2 2015 I - City of Tukwila BUILDING DIVISION RECEll VE0 CITY OF TUKWILA SEP 0 3 2015 PERMIT CENTER REGISTERED ARCHITF :T �A DE MAGALHAES CASTROg€ M OF WASHINGTON ! 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DATE BY IA09/01/15 CITY A 0 A 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145_A11 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: PERMIT SUBMITTAL Z SITE PLAN SCALE: 1" = 40' KEY NOTES 0 EXISTING GATE AND FENCE TO BE REMOVED Q EXTEND DRIVE PAVING FOR EV.P. TURN AROUND 0 GOLF HOLES REMOVED BY OWNER ® SIDEWALK TO BE REMOVED AND REPLACED AFTER CONSTRUCTION 0 NEW ff-0- GATE AT EXISTING FENCE © NEW 6'-0` HIGH FENCE WITH VERTICAL METAL SIDING TO MATCH NEW BUILDING. Q REFER TO LANDSCAPE DRAWINGS FOR NEW LANDSCAPING. ❑8 FIELD VERIFY EXISTING WATER LINE k HOSE BIBS TO BE ABANDONED. �9 CONNECT NORTH AND WEST ROOF DRAINS AND FOUNDATION DRAINS TO STORM SYSTEM AT THIS LOCATION. REFER TO CIVIL FOR CLEANOUT INFORMATION. 0 10 CONNECT EAST ROOF DRAINS AND FOUNDATION DRAINS TO STORM SYSTEM o9/01 /15 AT THIS LOCATION. REFER TO CIVIL FOR CLEANOUT INFORMATION. ENLARGED SITE PLAN SCALE: 1" = 10' ........................................................... EXISTING WATER EASEMENT 7 € € e € 0414,1, € I SO SD SD J�-�SD € € I € € € € € € € EXISTING SIDEWALK TO REMAIN € I 0 of Tukwila NG DIVISION iRE:CFIVEC CITY OPj1TUKWILA SEP 0 3 2015 PERMIT CENTER ,x ,IT f10 A DE MAGALHAES CASTD FATE OF WASHINGTON ft U L� � U N O✓�� o m�� ow 0 o noaoi 'DEoNo�cm�o°'O' fn N N d UO . W �y o al5 ` o ao 0 o E c o.°)� OO E.:; 'D - N O O .•-• m o_2>>°s a nL o c n rco ¢ -2 C �` U- V ` O_ i>a)2 p N c C•- N 0 7 d y p_ mo O C O o E� N n c °_ >`;_ -vim°... rn o o°�co o �(o E>o"=oa�n�oE L o ~ `c o no 22 c o L•OO ") D >>_OIn V.N IS 2 oTUz,y E Q i� o�3 Vo) o m (o E a) N y OJ O O U a N o_+1, U OL N TU ` cV U U ¢¢¢-z o 5 3¢ E o_aU o n O N co F= C N c) R a) cmo U o U W c ao (n 0 co v a i � �N U c c H xDcn�c< �xC� U o i�: ca (DIco Qc c o p E E: co Q N L c 05 c Lo N t � M F 00 i C ......... .. W 0 Cn z ,o �F-z �Z W F- co W� W WJw F� U <J Y Z J 00 co 00 Lof L Z m } Q OIW- W WZ I- _ W a I— Q z lL U Z Q =) J LL_ O QO LL REVISIONS NO. DATE BY A 09/01/15 CITY 0 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A11 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: PERMIT SUBMITTAL KEY NOTES 1❑ DEMOLISH EXISTING NON -BEARING INTERIOR WALL �2 DEMOLISH EXISTING ROLL -UP DOOR AND EXTERIOR WALL REFER TO REFLECTED CEILING PLAN FOR OPENING HEIGHT n NEW ROLL -UP DOOR LOCATION. REF. A2.2 ❑4 EXISTING EXIT DOOR TO REMAIN n NEW OPENING (S-4" x 8'-0") nDEMOLISH WRAPS AROUND COLUMNS AS REQUIRED TO ALLOW FOR NEW SECOND FLOOR ADDITION STRUCTURAL INSTALLATION. DEMOLITION NOTES A. OBTAIN DEMOLITION PERMITS AND INCLUDE ALL COSTS OF SAME IN CONTRACT PRICE B. FURNISH ALL LABOR AND MATERIALS/EQUIPMENT TO COMPLETE DEMOLITION AND REMOVAL OF ALL ITEMS AS INDICATED. C. GC SHALL KEEP CONSTRUCTION AREA FREE OF DUST AND DEBRIS FOR THE DURATION OF CONSTRUCTION. D. IF ANY QUESTIONS ARISE AS TO THE REMOVAL OF ANY MATERIAL, CLARIFY THE POINT IN QUESTION WITH THE ARCHITECT BEFORE PROCEEDING. E. AT COMPLETION OF DEMOLITION WORK, THE CONSTRUCTION AREAS SHALL BE LEFT IN "BROOM CLEAN" CONDITION. ALL DEBRIS AND MISCELLANEOUS MATERIAL SHALL BE REMOVED, F. ALL DEBRIS REMOVAL SHALL BE PERFORMED IN ACCORDANCE WITH BUILDING MANAGEMENT REQUIREMENTS AND PROCEDURES. G. AS DIRECTED BY BUILDING MANAGEMENT, ALL DOORS, FRAMES, HARDWARE, MECHANICAL ITEMS, PLUMBING FIXTURES, LIGHT FIXTURES (INCLUDING DOWNSPOUTS AND FLUORESCENTS), AND SPECIAL EQUIPMENT SHOWN TO BE REMOVED, SHALL BE CLEAN AND FREE OF DEFECTS, PROTECTED, SAVED AND REUSED AS DIRECTED HEREIN, OR RETURNED TO BUILDING STOCK. H. IN PARTITIONS TO BE REMOVED, REMOVE AND CAP ALL OUTLETS, SWITCHES, WIRES, THERMOSTATS, ETC., TO THEIR SOURCE. I. GC SHALL BE RESPONSIBLE FOR PATCHING AND/OR REPAIRING ANY DAMAGE CAUSED BY HIM OR HIS SUBGCS TO EXISTING CONSTRUCTION PUBLIC CORRIDORS, RESTROOMS OR TENANT SPACES. REFINISH TO MATCH EXISTING ADJACENT FINISH, OR AS NOTED HEREIN. J. NO EXISTING SMOKE DETECTOR, PUBLIC ADDRESS SPEAKER, FIRE ALARM BOX OR SIMILAR DEVICE, INCLUDING THE ASSOCIATED WIRING SHALL BE DAMAGED DURING DEMOLITION AND SUBSEQUENT CONSTRUCTION. RELOCATION OF SMOKE DETECTORS, PUBLIC ADDRESS SPEAKERS AND FIRE ALARM EQUIPMENT, NECESSITATED BY NEW CONSTRUCTION, SHALL BE ACCOMPLISHED AS A FIRST PRIORITY, AND PER THE PLANS, NO ACTIVE SMOKE DETECTOR SHALL BE COVERED OR OTHERWISE REMOVED OR USED FOR OTHER THAN ITS INTENDED PURPOSE. K. REMOVAL OF ANY EQUIPMENT, CABLING SWITCHES, AND CONDUIT PERTAINING TO DATA/COMMUNICATIONS AND TELEPHONE SHALL BE VERIFIED WITH TELEPHONE COMPANIES AND TENANT. L REMOVE ALL EXISTING MATERIALS, WHICH WOULD CAUSE RISES OR DEPRESSIONS IN NEW FLOORING SURFACE, SUCH AS FASTENERS, OUTLET CORES. COVER PLATES, RESILIENT FLOOR COVERINGS, CARPET, CARPET PAD, FLASH PATCH, CONCRETE FILL, PLYWOOD, ETC. M. DEMOLITION IS NOT NECESSARILY LIMITED TO WHAT IS SHOWN ON DWGS. THE INTENT IS TO INDICATE THE GENERAL SCOPE OF DEMOLITION REQUIRED TO COMPLETE THE WORK IN ACCORDANCE WITH THE CONTRACT DWGS. N. RATED WALLS SHALL NOT BE PENETRATED UNLESS THE RATING IS MAINTAINED. 0. ALL FLOORS SHOULD BE LEVEL AND NOT VARY MORE THAN LQ%imm�INOTIFY ARCHITECT OF ANY CONDITIONS THAT DO NOT MEETU p N( DEMO LEGED3CT 0 2 2015 EXISTING INTERIOR WALLS, DOORS,Loj ES'j'{I'1aVila SHELVING TO BE REMOVED (SHOWN �IIVISI ELECTRICAL ITEMS ATTACHED TO W PLAN FOR EXTENT AND DIMENSIONS. RE -USE ITEMS IN EXCELLENT CONDITION, OR RETURN TO WIlER FOR STORAGE. ECEWED v:W'f CITY 01= TUr:WILA ---------- EXISTING CONSTRUCTION TO REMAIN. SEP 0 3 2015 DE MAGALHAES CASTR OF WASHINGTON U N N p U m O✓z c c m N N 0 N J Lam" N c c E o o� U N n N O N E O a' N O ON�rL+ryl-2O N n y _ O O-N N N O QO o 0 E pcj ai 10 :31 oY nN n c a3 c. N C O C L a ESN .121CCC� >3 N U O a) `v O O L O N 7 N 0-6 o� a,E > p .0 � `O E oo= ;'�. Na�aE > U w n N- C— L O `p c o c c 3�, m o no p L u, O D T ` l!j N N Z O U- a) nC C +-c+ N N c W ON >> y E p 7 pvc No-d � O+ U N N-.'c+y�� -�N p SON p O Oa o 0— C tOn p r p O E fA �' N N W U o, O N N V O N OCy�p d N fA 7 C fA aKt 2- 7•6- Q. ALL +�+.: O o 0 o —UUNO DUaL.+N p770'O7 U < < < z `o m 2'3¢ E aa0 o n O CV M co E U F O m m U U .= 6 N W = coo U) O co o U) N U U rn x CD cvaQ U o co � v �i z LL 0) Q dCDooE� cv > a t1 c-�co �- co O Lo N L M zt,00 cM N co o U f\ uj 0 10 Z W ZD ww z W W W UY Z Zt J J m z 06 O1_ W W I- U Z 70 LL C 00 00 V_ 00 Z Q0 Z_ F- = zQ W U Z Q � J LL j oY cM REVISIONS NO. DATE BY 0 09/01/15 CITY 0 0 ZL 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A21 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: STATUS: PERMIT SUBMITTAL FIRST FLOOR DEMO PLAN FIRST FLOOR DEMO PLAN SCALE: 1/8" = V-0" PERMIT CENTER LEGEND NOTES: 1. REFER TO REFLECTED CEILING PLAN FOR FIXTURE RELOCATION INFORMATION. 4� s SECOND FLOOR DEMO PLAN KE`'( NOTES M1 DEMOLISH EXISTING NON -BEARING INTERIOR WALL M2 DEMOLISH WALLS/EQUIPMENT/STORAGE FOR EXISTING LASER TAG AREA. M3 DEMOLISH WRAPS AROUND COLUMNS TO ALLOW FOR NEW SECOND FLOOR ADDITION STRUCTURAL INSTALLATION. n DEMOLISH RAILING �5 DEMOLISH DOOR k FRAME n6 G.C. TO FIELD VERIFY DUCTWORK CONDITIONS AT THIS SHAFT D7 EXISTING COLUMN TO REMAIN - TYP. UNLESS OTHERWISE NOTED E8 EXISTING WINDOW TO BE REUSED ❑9 EXISTING BEAM TO REMAIN 10 DEMOLISH FOR NEW WINDOW. REFER TO PLAN DEMOLITION DOTES A. OBTAIN DEMOLITION PERMITS AND INCLUDE ALL COSTS OF SAME IN CONTRACT PRICE. B. FURNISH ALL LABOR AND MATERIALS/EQUIPMENT TO COMPLETE DEMOLITION AND REMOVAL OF ALL ITEMS AS INDICATED. C. GC SHALL KEEP CONSTRUCTION AREA FREE OF DUST AND DEBRIS FOR THE DURATION OF CONSTRUCTION. D. IF ANY QUESTIONS ARISE AS TO THE REMOVAL OF ANY MATERIAL, CLARIFY THE POINT IN QUESTION WITH THE ARCHITECT BEFORE PROCEEDING. E. AT COMPLETION OF DEMOLITION WORK, THE CONSTRUCTION AREAS SHALL BE LEFT IN BROOM CLEAN" CONDITION. ALL DEBRIS AND MISCELLANEOUS MATERIAL SHALL BE REMOVED, F. ALL DEBRIS REMOVAL SHALL BE PERFORMED IN ACCORDANCE WITH BUILDING MANAGEMENT REQUIREMENTS AND PROCEDURES. G. AS DIRECTED BY BUILDING MANAGEMENT, ALL DOORS, FRAMES, HARDWARE, MECHANICAL ITEMS, PLUMBING FIXTURES, LIGHT FIXTURES (INCLUDING DOWNSPOUTS AND FLUORESCENTS), AND SPECIAL EQUIPMENT SHOWN TO BE REMOVED, SHALL BE CLEAN AND FREE OF DEFECTS, PROTECTED, SAVED AND REUSED AS DIRECTED HEREIN, OR RETURNED TO BUILDING STOCK. H. IN PARTITIONS TO BE REMOVED, REMOVE AND CAP ALL OUTLETS, SWITCHES, WIRES, THERMOSTATS, ETC., TO THEIR SOURCE. I. GC SHALL BE RESPONSIBLE FOR PATCHING AND/OR REPAIRING ANY DAMAGE CAUSED BY HIM OR HIS SUBGCS TO EXISTING CONSTRUCTION PUBLIC CORRIDORS, RESTROOMS OR TENANT SPACES. REFINISH TO MATCH EXISTING ADJACENT FINISH, OR AS NOTED HEREIN. J. NO EXISTING SMOKE DETECTOR, PUBLIC ADDRESS SPEAKER, FIRE ALARM BOX OR SIMILAR DEVICE, INCLUDING THE ASSOCIATED WIRING SHALL BE DAMAGED DURING DEMOLITION AND SUBSEQUENT CONSTRUCTION. RELOCATION OF SMOKE DETECTORS, PUBLIC ADDRESS SPEAKERS AND FIRE ALARM EQUIPMENT, NECESSITATED BY NEW CONSTRUCTION, SHALL BE ACCOMPLISHED AS A FIRST PRIORITY, AND PER THE PLANS, NO ACTIVE SMOKE DETECTOR SHALL BE COVERED OR OTHERWISE REMOVED OR USED FOR OTHER THAN ITS INTENDED PURPOSE. K. REMOVAL OF ANY EQUIPMENT, CABLING SWITCHES, AND CONDUIT PERTAINING TO DATA/COMMUNICATIONS AND TELEPHONE SHALL BE VERIFIED WITH TELEPHONE COMPANIES AND TENANT. L REMOVE ALL EXISTING MATERIALS, WHICH WOULD CAUSE RISES OR DEPRESSIONS IN NEW FLOORING SURFACE, SUCH AS FASTENERS, OUTLET CORES. COVER PLATES, RESILIENT FLOOR COVERINGS, CARPET, CARPET PAD, FLASH PATCH, CONCRETE FILL, PLYWOOD, ETC. M. DEMOLITION IS NOT NECESSARILY LIMITED TO WHAT IS SHOWN ON DWGS. THE INTENT IS TO INDICATE THE GENERAL SCOPE OF DEMOLITION REQUIRED TO COMPLETE THE WORK IN ACCORDANCE WITH THE CONTRACT DWGS. N. RATED WALLS SHALL NOT BE PENETRATED UNLESS THE RATING I ,MAID {_ CODE COMPLU 0. ALL FLOORS SHOULD BE LEVEL AND NOT VARY MORE THAN 1/4" N_1O'-0 NOTIFY ARCHITECT OF ANY CONDITIONS THAT DO NOT MEET THIS ANDARD. OCT 0 2 2015 DEMO LEGENb UiLDING DIVIS10 EXISTING INTERIOR WALLS, DOORS, RELI, SHELVING TO BE REMOVED (SHOWN DASHED), INCLUDING ELECTRICAL ITEMS ATTACHED TO WALLS. REFER TO FLOOR PLAN FOR EXTENT AND DIMENSIONS. RE —USE ITEMS IN EXCELLENT CONDITION, OR RETURN TO OWNER FOR STORAGE. RE""Ei'la-0 �------=tTy = EXISTING CONSTRUCTION TO ��IAIN. OF TWKVtiiiLA SEP 0 3 2015 JLam{' 0 ID 0 C C 0 0 0 `� Q7 N �O C, OL J d a O m 7 0 "o E O O Qc 0 0 C 0— '�- m �' ,� 7 C 7 oL 0 0 o E y n0.0 o1)E= C oTa„om;, o�.-m m n� 3 °�a n n,_ o c m Q am N C On c 0 20 c C 3 aJ np 6. c0 0 0? C 0.- C o 0 0 0 E m 0 V C 0 0— C p L ,n Cp >3 v� N U 0 0 >.OvO o � O m 7 0 > a `o o, o o-«. m 7 o�-- E� o - oE E mo, n�1 LO O �'� 0 3v C a_ C•c C mom. O C 0 00p 00 0 '0 m 0 n.0 0> Z rL.. 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KEYNOTES PROPOSED FIRST FLOOR PLAN ❑1 NEW BEAM ABOVE PER STRUCTURAL El DEMOLISH WRAPS AROUND COLUMNS TO ALLOW FOR NEW SECOND FLOOR ADDITION STRUCTURAL INSTALLATION. PATCH FLOOR/WALL FINISHES AS REQUIRED FROM DEMO ❑4 TEMPORARY STAIR DURING CONSTRUCTION, MIN. 4'-0' VIDE PLAN NOTES A. DO NOT SCALE DWGS, WRITTEN DIMENSIONS GOVERN. ALL PARTITION LOCATIONS SHALL BE VREGISTERED RCHITECT 1 Ova occE r...- •- J O QN L O a0 O O E y C n°'.0 .O ` 7- T S O N O Q) N fA O_ L ?i N L rn.L+ > Y n y nr C O 6. 0 C•-N 07 d ,.n 6�, O CNo LELI OmsO'°O -1C ETC cC °O_ o3•V> -°o— vOLOm7 o, o.02 E _>O-00 o uo= ` aU) E —o E C h O nU In ~ n� O OL• yZ o �'O.L+ N N nC N O :5 N N C y 0 C y E o -d'3- J °vo NJ ID 40) O. O O D E L y o O -00 +' O 0.2 Ott U O N V O N O, O C C C p y m fn J C N o. LLL U O U L UU- l i-s5 L ¢¢¢.z oo y R¢E n7OU Uo 7 cn O N m E U (� N O Cc 00 d' V W U) O 000 U 2 o _ G3, c U r-� U) a) N pca x ca—a E ca U x o i�: cv Cc o c o o cv E 2c' E co Q a)L co o � O � N r � coco cM 00 I— o U AS SHOWN ON PARTITION PLAN. IN CASE OF CONFLICT NOTIFY ARCHITECT. PARTITION PLAN BY ARCHITECT TAKES PRECEDENCE OVER ALL OTHER PLANS. B. ALL GYPSUM BOARD PARTITIONS SHALL BE TAPED, SPACKLED AND SANDED SMOOTH WITH NO VISIBLE JOINTS. PATCH AND REPAIR SURFACES TO MATCH ADJAOENT OR ADJOINING SURFACES WHERE REQUIRED. ALL SURFACES SHALL BE ALIGNED. C. ALL PARTITIONS ARE DIMENSIONED FROM FINISH FACE OF GWB TO FINISH FACE OF GWB UNLESS OTHERWISE NOTED. ALL DIMENSIONS MARKED 'CLEAR" OR "CUR' SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESSES OF ALL WALL FINISHES. U.O.N.. ♦ ^ D. DIMENSIONS MARKED t MEAN A TOLERANCE NOT GREATER NOR SMALLER THAN 2 INCHES FROM INDICATED DIMENSION, U.O.N. VERIFY FIELD DIMENSIONS EXCEEDING TOLERANCE O z WITH THE ARCHITECT. SECURE ARCHITECT'S APPROVAL O E. NOTIFY ARCHITECT IN WRITING OF ANY DISCREPANCIES OR CONFLICTS IN THE LOCATION(S) OF NEW CONSTRUCTION. UPON COMPLETION OF PARTITION LAYOUT, NOTIFY ARCHITECT. VERIFICATION OF THE LAYOUT TO BE PROVIDED BY THE ARCHITECT PRIOR TO PARTITION ' INSTALLATION. ft Z F. REFER TO SHEET AO.1 FOR ADDITIONAL NOTES, LEGENDS, SYMBOLS, ABBREVIATIONS, AND Ill SCHEDULES. Q 1-- G. DIMENSIONS LOCATING DOORS ARE TO THE INSIDE EDGE OF JAMB, U.O.N. W H. 'ALIGN' MEANS TO ACCURATELY LOCATE FINISHED FACES IN THE SAME PLANE. z Of U) I. MODIFY EXISTING SUBSTRATE AS REQUIRED TO RECEIVE NEW FLOORING MATERIALS, THUS W W PREVENTING NOTICEABLE LUMPS OR DEPRESSIONS. U<z J. ALL WORK SHALL BE ERECTED AND INSTALLED PLUMB, LEVEL, SQUARE AND TRUE. Op K. REFER TO MILLWORK SHOP DWGS FOR SPECIFIC DETAILS OF COORDINATION BETWEEN z od J 00 V- DRYWALL/MILLWORK CONDITIONS. m Cn L ALL EXISTING AND NEW FLOOR PENETRATIONS FOR PIPING SHALL BE FULLY PACKED AND U. z °ls Of Q O SEALED IN ACCORDANCE WITH THE APPLICABLE BUILDING AND FIRE CODES. W M. ALL MILLWORK TO BE FASTENED TO THE PARTITION. PROVIDE NON-COMBUSTIBLE BLOCKING FOR ALL MILLWORK NOT SUPPORTED BY FLOOR OR ABOVE 4'-0" HT. ALL o F- W OY z _ F- CONCEALED LUMBER & BLOCKING TO BE FIRE TREATED. U Z Q N. GC TO PROVIDE SHOP DWGS FOR CASEWORK. LL _ QLL p < J Q LL W U Z Q oY cM D ~ ~ WALL LEGEND SHADED WALLS INDICATE NEW WORK: p FE F' FEC NEW PARTITION WALLS. SEE WALL CONFIGURATION LEGEND A8.2 NEW DOOR. REFER TO KEYS ON PLAN AND SEE DOOR SCHEDULE, SHEET A2.1. DOORS THAT ARE NOT DIMENSIONED ARE TO BE LOCATED A MIN. 4" FROM ADJACENT PERPENDICULAR WALL FINISH. NEW B/S RELITE. REFER TO WINDOW SCHEDULE AND PLANS FOR LOCATIONS. EXISTING CONSTRUCTION TO EXISTING TO REMAIN OR NEW FIELD VERIFY NEW RECESSED FIRE WALL �/TYPE TAG: X X INSULATION SECTION CONFIGURATION PLAN CONFIGURATION MWED FIR COMPLI C OCT 0 2 20 INSULATION: Y� Clty OF Tul fi ®t THERMAL INSULATION LEGEND NOTES: 1. PROVIDE WATER RESISTANT GWB IN ALL WET AREAS, AND BLOCKING BEHIND ALL FIXTURES. 2. FURNITURE SHOWN ON PLAN IS FOR REFERENCE PURPOSE .O AND IS NOT -0191IN CONTRACT. U.O.N. 7 `-������ CITY OF TUKVtiILA SEP 0 3 2015 REVISIONS NO. DATE BY Q 09/01/15 CITY 0 A 0 ISSUE DATES SIGN APPROVAL: RMIT SUBMITTAL:07-27-2015 RMIT RECEIVED: D DOCS: NSTR. DOCS: 7x36- SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A21 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL PROPOSED FIRST FLOOR PLAN a SCALE: 1/8" = V-0" PERMIT CENTER KEY' NOTES REGISTERED 1❑ DOWNSPOUT AND OVERFLOW, OVERFLOW TO DAYLIGHT TO EXTERIOR D PROPOSED ELECTRICAL PANEL LOCATIONS METAL GRATE STEPS TO EXIT DOOR 4 HANGING PRIVACY CURTAIN. REFER TO INTERIORS AWINGS Al 55 PROVIDE 1-HR RATED TYPE "X" GWB AT BOTH SIDES OF BOWLING ALLEY CRIBBING BELOW 09/01 /15 FLOOR AT ALL BALL RETURNS, TYP. REFER TO A801 BOWLING DETAILS FOR MORE INFORMATION. ❑6 REFER TO INTERIOR DRAWINGS FOR MORE INFORMATION ON INTERIOR LAYOUT OF WALLS AND FINISHES (KEYNOTE NOT SHOWN ON PLAN) 20"X30- MINIMUM HATCH TO ATTIC SPACE (AND ROOF LADDER ACCESS POINT) PLAN NOTES A. DO NOT SCALE DWGS, WRITTEN DIMENSIONS GOVERN. ALL PARTITION LOCATIONS SHALL BE AS SHOWN ON PARTITION PLAN. IN CASE OF CONFLICT NOTIFY ARCHITECT. PARTITION PLAN BY ARCHITECT TAKES PRECEDENCE OVER ALL OTHER PLANS. B. ALL GYPSUM BOARD PARTITIONS SHALL BE TAPED, SPACKLED AND SANDED SMOOTH WITH NO VISIBLE JOINTS. PATCH AND REPAIR SURFACES TO MATCH ADJACENT OR ADJOINING SURFACES WHERE REQUIRED. ALL SURFACES SHALL BE ALIGNED. C. ALL PARTITIONS ARE DIMENSIONED FROM FINISH FACE OF Gm TO FINISH FACE OF GWB UNLESS OTHERWISE NOTED. ALL DIMENSIONS MARKED 'CLEAR" OR "CLR" SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESSES OF ALL WALL FINISHES. U.O.N. D. DIMENSIONS MARKED i MEAN A TOLERANCE NOT GREATER NOR SMALLER THAN 2 INCHES FROM INDICATED DIMENSION, U.O.N. VERIFY FIELD DIMENSIONS EXCEEDING TOLERANCE WITH THE ARCHITECT. SECURE ARCHITECT'S APPROVAL E. NOTIFY ARCHITECT IN WRITING OF ANY DISCREPANCIES OR CONFLICTS IN THE LOCATION(S) OF NEW CONSTRUCTION. UPON COMPLETION OF PARTITION LAYOUT, NOTIFY ARCHITECT. VERIFICATION OF THE LAYOUT TO BE PROVIDED BY THE ARCHITECT PRIOR TO PARTITION INSTALLATION. F. REFER TO SHEET ADA FOR ADDITIONAL NOTES, LEGENDS, SYMBOLS, ABBREVIATIONS, AND SCHEDULES. G. DIMENSIONS LOCATING DOORS ARE TO THE INSIDE EDGE OF JAMB, U.O.N. H. "ALIGN' MEANS TO ACCURATELY LOCATE FINISHED FACES IN THE SAME PLANE. I. MODIFY EXISTING SUBSTRATE AS REQUIRED TO RECEIVE NEW FLOORING MATERIALS, THUS PREVENTING NOTICEABLE LUMPS OR DEPRESSIONS. J. ALL WORK SHALL BE ERECTED AND INSTALLED PLUMB, LEVEL, SQUARE AND TRUE. K. REFER TO MILLWORK SHOP DWGS FOR SPECIFIC DETAILS OF COORDINATION BETWEEN DRYWALL/MILLWORK CONDITIONS. L ALL EXISTING AND NEW FLOOR PENETRATIONS FOR PIPING SHALL BE FULLY PACKED AND SEALED IN ACCORDANCE WITH THE APPLICABLE BUILDING AND FIRE CODES. M. ALL MILLWORK TO BE FASTENED TO THE PARTITION. PROVIDE NON-COMBUSTIBLE BLOCKING FOR ALL MILLWORK NOT SUPPORTED BY FLOOR OR ABOVE 4'-0" HT. ALL CONCEALED LUMBER & BLOCKING TO BE FIRE TREATED. N. GC TO PROVIDE SHOP DWGS FOR CASEWORK. WALL LEGEND SHADED WALLS INDICATE NEW WORK: p FE p FEC NEW PARTITION WALLS. SEE WALL CONFIGURATION LEGEND A8.2 NEW DOOR. REFER TO KEYS ON PLAN AND SEE DOOR SCHEDULE, SHEET A2.1. DOORS THAT ARE NOT DIMENSIONED ARE TO BE LOCATED A MIN. 4" FROM ADJACENT PERPENDICULAR WALL FINISH. NEW B/S RELITE. REFER TO WINDOW SCHEDULE AND PLANS FOR LOCATIONS. =` FkEVtWED F R EXISTING CONSTRUC110N TO RE ODE COMPLIAI IC APPROVED EXISTING TO REMAIN OR NEW A r EXT1I THE t.2 2015 FIELD VERIFY V NEW RECESSED FIRE EXTINGUIS R CABINET WALL TYPE TAG: jjX x INSULATION SECTION CONFIGURATION PLAN CONFIGURATION LEGEND NOTES: City of TukMI INSULATION:_11111.11ILDING DIVI: NOOIh UTLIQ#SULATION ®t THERMAL INSULATION 1. PROVIDE WATER RESISTANT GWB IN ALL WET AREAS, AND BLOCKING BEHIND ALL FIXTURES. 2. FURNITURE SHOWN ON PLAN IS FOR REFERENCE PURPOSES, ONLY AND IS NOT IN CONTRACT. U.O.N. RECEIVED CITY OF TUKWILA DE MAGWiAES CASTR( OF WASHINGTON U N 12O UN °y�CCm N 4)•60 J :5— N c c E o °mac °« U O' d d J aON oEOTONCy pa)°+ (A N N d v Q a) t" v a- 0> ° p E c C a O oa> E« o� a o N� ° a�— y L2 3 °�a o� Fes" - a,S c o N a O C C Q C �"` U a 3 O p p N C N ° N C ° C L o Ea- � E2 >3 v_-°•- N U° "—O aCi O t- ° fan' 7 N v, O.�m oo E+ >o ��o v v0.7 ETuooc ;'a�mCD°E a) -F `o c o c c_ 3v m� O °'0 O °• w O 7 J � v m a) aC N TyZt N w C O N O N'- V O a `�. 7 O a- N > > y� E x� 3... vo .L... a) UO�- .r+N �=—" L N N O ''' C C C y —c'N CL O N 0 U UL° `y��+N °770V 7 U QQ`Q+.Z ° v 3Q E aaU v o. N O O H cr) U d U .'00 62U) W cn o coo v 2 o N U U --1 w � � N a a U o� cXa coo z a� cc d)l c o co ca" E c,' N E m n coc- o co co ml Lo N c 21 00 c'7 O co E— o U w 0 z l0 Z W z wU) W Of 't ' W U) W J U Y Z z 06 J 00 00 U. m z Z O 0 W U (t Z FF-- _ Z Q I— Z U QLLL Z Q � J QQ � o Y LL ti H REVISIONS NO. DATE BY A 09/01/15 CITY 0 A 0 0 ISSUE DATES ESIGN APPROVAL: ERMIT SUBMITTAL:07-27-2015 ERMIT RECEIVED: ID DOCS: ONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A21 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL PROPOSED FIRST FLOOR ADDITION PLAN SCALE: 1/8" = V-0" SEP 0 3 2015 PERMIT CENTER Y.10' KEYNOTES ❑j NEW COLUMN. WRAP WITH WALL FRAMING PER SCHEDULE ❑2 MOVABLE CURTAIN ON TRACK 1 �� 5 C \1 ❑3 RE-WROUTE HVAC SHAFT TO MINIMIZE ENCROACHMENT INTO SPACE. WRAP WITH TYPE ALL a NEW WINDOW - RELOCATE EXISTING 1O8Wx71-1/2H FROM PARTY ROOM. MATCH EXISTING SILL HEIGHT ❑5 WINDOW FILM: SPECS: ❑6 NEW FLOOR SINK �7 NEW COUNTER BY OTHERS ❑8 NEW FLOOR FINISH SPECS: X X ❑9 NEW COUNTER AT 34" A.F.F. 101 101 YA X.4 .. ..., .. .. .. .. .. .. . . .... .. ..... A _ -! 12'-9 1 /4" 24'-9 1 /4" 12'-9 1 /4" :�7 12 A a 1121 A I a Al B LAZIER �,00 22 `L �O- �O3 TAG 226 12 A a L _ 10'-7" 8'-6 1/2" 11'-9 1/2" 6'-3 1/8" TAG STC R. Y.6 > 226A XFRMER X.6) �,\ Eli , 12 A a /�...._� 11'-91/2" C i 12 A a EMPLOYEE BRIEFING ROOM 12 A a LOUNGE r c 224 12 A a 224A 12 A a 22 BRIEFING c� z C) z "' LASER TAG "' 12 ROOM 225 A �'� 1y 8 -� �X.8 Y. QC� EXIST. 12 A a CHECK -IN a OFFICE 12 A a Q3 BUMP 2 A ... 'SIN �` C S 7 tK EXIST. EXIST. RECEPTION 6'-10" 8'-8 1/4" 5'-0" OFFICE 19'-5 1/2" 5'-0" - Y.9' EXIST. X.9 STAIR LANDING EXIST. D� EXIST. OFFICE .�O O O O DF ELEV. DF AMIL I T M /�' 10 ' EXIS 6 EXIST. STORAGE EXIST. WOMEN'S 16 7.1 XX ? JAN. L.� IST. 217A 217 S IR �� �• �� �• �� PLAN NOTES BANQUET & ;�,- �,� EXIST. STAIR A. DO NOT SCALE DWGS, WRITTEN DIMENSIONS GOVERN. ALL PARTITION LOCATIONS SHALL BE N i COUNTER i AS SHOWN ON PARTITION PLAN. IN CASE OF CONFLICT NOTIFY ARCHITECT. PARTITION 213A 212 � PLAN BY ARCHITECT TAKES PRECEDENCE OVER ALL OTHER PLANS. -H B. ALL GYPSUM BOARD PARTITIONS SHALL BE TAPED, Q-PAOKLED AND SANDED SMOOTH WITH /0- NO VISIBLE JOINTS. PATCH AND REPAIR SURFACES TO MATCH ADJACENT OR ADJOINING EXIST �91 O _ _ SURFACES WHERE REQUIRED. ALL SURFACES SHALL BE ALIGNED. ELEC./ST RAGE 15 9 Y.1 C. ALL PARTITIONS ARE DIMENSIONED FROM FINISH FACE OF GWB TO FINISH FACE OF GWB -12'-3 1/2— UNLESS OTHERWISE NOTED. ALL DIMENSIONS MARKED 'CLEAR" OR "CLR' SHALL BE S MAINTAINED AND SHALL ALLOW FOR THICKNESSES OF ALL WALL FINISHES. U.O.N. V `�3 F -\\F-- E D. DIMENSIONS MARKED t MEAN A TOLERANCE NOT GREATER NOR SMALLER THAN 2 INCHES / IARCHDITECTENSIFIELD DIMENSIONS EXCEEDING TOLERANCE �CT'S 12 A a �� 215A 214A WITH THE SECURE ARCHIIEAPP OVALFY ,O 00- E. NOTIFY ARCHITECT IN WRITING OF ANY DISCREPANCIES OR CONFLICTS IN THE LOCATION(S) `.� `14 = OF NEW CONSTRUCTION. UPON COMPLETION OF PARTITION LAYOUT, NOTIFY ARCHITECT. PARTY 7.1 N +i o VERIFICATION OF THE LAYOUT TO BE PROVIDED BY THE ARCHITECT PRIOR TO PARTITION ROOM #1 /O 2ry ❑ m INSTALLATION. _\ �I X 2 \X9 214 \ 0, /y 2 �\ Y.2 F. REFER TO SHEET AO.1 FOR ADDITIONAL NOTES, LEGENDS, SYMBOLS, ABBREVIATIONS, AND SCHEDULES. . J 1 G. DIMENSIONS LOCATING DOORS ARE TO THE INSIDE EDGE OF JAMB, U.O.N. 41- 6` H. "ALIGN" MEANS TO ACCURATELY LOCATE FINISHED FACES IN THE SAME PLANE. 0� 9 I. MODIFY EXISTING SUBSTRATE AS REQUIRED TO RECEIVE NEW FLOORING MATERIALS, THUS 214E 196 PREVENTING NOTICEABLE LUMPS OR DEPRESSIONS. i J. ALL WORK SHALL BE ERECTED AND INSTALLED PLUMB, LEVEL, SQUARE AND TRUE. ROOM #2 ,\ �0 00PARTY K MILLWORK SHOP FOR SPECIFIC DETAILS OF COORDINATION BETWEEN 214E �� . ONS NS DRYWRAMILLWORK CONDITIO 214C L ALL EXISTING AND NEW FLOOR PENETRATIONS FOR PIPING SHALL BE FULLY PACKED AND X • 3' ���- 6 -3" Y' SEALED IN ACCORDANCE WITH THE APPLICABLE BUILDING AND FIRE CODES. M. ALL MILLWORK TO BE FASTENED TO THE PARTITION. PROVIDE NON-COMBUSTIBLE \0-- 12 BLOCKING FOR ALL MILLWORK NOT SUPPORTED BY FLOOR OR ABOVE 4'-0" HT. ALL CONCEALED LUMBER & BLOCKING TO BE FIRE TREATED. 3 i a, F N. GC TO PROVIDE SHOP DWGS FOR CASEWORK. WALL LEGEND PARTY ROOM #3 214C SHADED WALLS INDICATE NEW WORK: 28'-0" _ NEW PARTITION WALLS. SEE WALL CONFIGURATION LEGEND A8.2 J-5 � 4 i M NEW DOOR. REFER TO KEYS ON PLAN AND SEE DOOR SHEET A2.1. DOORS THAT ARE NOT SCHEDULE, ��1 100A DIMENSIONED ARE TO BE LOCATED A MIN. 4" FROM G ADJACENT PERPENDICULAR WALL FINISH. O NEW B/S RELITE. REFER TO WINDOW SCHEDULE AND PLANS FOR LOCATIONS. EXISTING CONSTRUCTION TO REMAIN. p F OR NEW FIRE EXTINGUISHER. Y.7 ) J-7 ,- E R CODE COMPLIANCE b F ,ALA (5D FIRE EXTINGUISHER CABINET WALL TYPE TA OCT 0 2 2015 I SULATION: X x - KQOI tAVQMSULATION IN 'ty of Tukwila a s I �,�g�IS10 PLAN CONFIG t THERMAL INSULA11ON LEGEND NOTES: 1. PROVIDE WATER RESISTANT GWB IN ALL WET AREAS, AND BLOCKING BEHIND ALL FIXTURES. 2. FURNITURE SHOWN ON PLAN IS FOR REFERENCE PURPOSES, ONLY AND IS NOT IN CONTRACT. U.O.N. RLi Ei v,LD CITY Or T'jr:WILA PROPOSED SECOND FLOOR PLAN SEP032015 PERMIT CENTER SCALE: 1/8" = 1'-0" Mt 7' REGIS; ER"_ CH!'EC DE MAGALHAES CASTRO! OF WASHINGTON U a),o-odo+-.zccoo 0�60 J 5 m c c E p p Fc °v n mod oEoTp°'cN p°'�' T++ v `pCL er` �o°co°oEc�a°c'n' v o, E- ( a ° �— u ° n 0_ C 3 .U-Qd 01+�. -1C O. N 0_F C O C C v E°'6 0 cOC" ��- N U p N TOv O O O m 7 rn o.-N v E�>`_o o �._' °°'� E,°�3vaa�LonE L° O c Cp C c "1— O V F- °-"- p p "1 O 0 2 In N N 0-c N 7.`Z� W W C O N O > ` N E o -o °vo N U1 +L+O y 1 m O O U o° .O O pd O 0. C ", O N +. i+ N N U 6 yR ID N V p ID t ID 0 '"' C C C d ALL p U OL m a' " C-0 , o—° LL O � N W 7 7 O� 7 U<<<-_a o�. 3¢ E nno p a 00 Lo C7 E U N C5 co U E' W c 23 U) o 00 ) „ v N i 0 x coX U 0LL � C o Z '0 c U o o co E :E' > co "T 2 U') o Lo L (v v, 00 -- U W oz i O Z � W z WU) W WJw J U Y Z z 06 J co 00 oo U. z m it it z }O Q o F- W W Z_ F- _ JI-0ZQ Z U 2Q LL Z Q 0 J Q LI_ <U_ < 0 ti H REVISIONS NO. DATE BY 09/01/15 CITY 0 A A ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A24 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL PROPOSED SECOND FLOOR PLAN KEY' NOTES �1 EXISTING ROOF li � �� I I � I II 0 4" DOWNSPOUT & OVERFLOW DAYLIGHT 1'-0- ABOVE GRADE AT SIDEWALK. 0 12" GUTTER ® HVAC UNITS APPROXIMATE LOCATION. DEFERRED SUBMITTAL ❑5 CRICKET © STANDING SEAM METAL ROOFING PER METAL BUILDING SUPPLIER ❑� MECHANICAL SCREENING ® NOT USED �g NEW SHIPLADDER PER OSHA REQUIREMENTS FROM LOWER ROOF TO UPPER ROOF. FIELD VERIFY LOCATION AND SIZE. j v £ 1. REPORT ANY DISCREPANCIES BETWEEN STRUCTURAL, MECHANICAL, PLUMBING AND ARCHITECTURAL DRAWINGS OR SPECIFICATIONS IN WRITING TO ARCHITECT IMMEDIATELY & PRIOR TO CONSTRUCTION. 2. ROOF EQUIPMENT IS SHOWN FOR REFERENCE ONLY. VERIFY EXACT LOCATION OF EQUIPMENT WITH MECHANICAL / ELECTRICAL CONTRACTORS PRIOR TO COMMENCING WORK. REFER TO MECHANICAL, ELECTRICAL AND PLUMBING FOR EQUIPMENT LOCATED OR PENETRATING THROUGH ROOFING. 3. ALL EXHAUST FANS AND WASTE VENTS TO BE A MIN. OF 25' (TWENTY FIVE FEET) FROM INTAKE ON ALL MAKE-UP UNITS ON ROOF. 4. NO ROOF PENETRATIONS SHALL BE ALLOWED CLOSER THAN 12" TO ANOTHER PENETRATION. 5. GENERAL NOTES LISTED ON THIS PAGE ARE NOT INTENDED TO BE AT THE EXCLUSION OF NOTES LISTED ELSEWHERE; THIS DOCUMENT SET IS MEANT TO BE COMPLIMENTARY, AND NOTES LISTED ON OTHER SHEETS MAY HAVE BEARING/APPLICATION TO WORK SHOWN ON THIS SHEET. ROOF PLAN LEGEND 4�0 ROOF PITCH INDICATOR. G.C. TO FIELD VERIFY ALL EXISTING ROOF SLOPES AND CONDITIONS PRIOR TO CONSTRUCTION AND ORDERING OF MATERIALS OR TRUSSES 1/8:12 — GUTTER DRAINAGE DIRECTION AND SLOPE REV WED FOR CODE COMPLIANCE APPROVED OC I' 0 2 2015 City of Tukwila BUILDING DIVISION RF . E►VED CITY OF TUKWILA REGfSTERED HITErT �E3A € E WAWES CASTR STATE OF WASHINGTONOI U ��o v�iOr�ccma�a�•�� J S' C., O y DoaOi �EoNo•�cm oho' m 0. 0 aim c _ Nw O O y ` O.0 O O O �o 'E'o>aooNd�°a� d rn n2 n cvo c 1-c0 ¢ +�'.cT c0 `n3 oo yc C•-N 07 n +,n �N0 C E 001 C 0 0 3 ��� N U O O >'ov� o O Nd ur 01 o- . o E-•>- o o vu.7 E", ��O••E--vaE 0•� ` c. 3-0 m o a- L O C Co.-C L 0 _ O 0 0 21 to L OZ >'0 V N _ n OT ON 0) C Ol V C C _L N 0 Vl O N•-._ 0 n y N >> N-oE J3 7 C xv0 0 J m� 0 0 z pN....j O ul O O Oa O 0 0 c N0 N L n .� q o W .E 6 � E a� a`� � o `m _� L O N 0" C C Cy o y N Ol O C W na,�"7p •O�LL+'�L n` L C U 0L Vl aL L C'O 0 0- �L O - 0:E m 0 7 7 O.O 7 U ¢¢¢. z o 25 a 3¢ E nn.0 O a rn O CV C'7 co 1= U N � dM c� d l " W O C 00 Cn O co U +I. 0 L _ is U x co X Immmmm X CLS C �i Z a Cm rn :3O p Co I` ' �Ofco10 5 QU 00 Lo N o, Mco co O co I— o U r 2 Cvo W Z) ♦n O z N 10 I-_ Z Wco W Of U) W . W UY Z zit 06 J m Z 06 OW w w J I— o _ z Q _j LL Q J_ I 00 00 00 rn } z O �z F_ - Z� Q w� U z J LL C) � � REVISIONS NO. DATE BY Oj 09/01/15 CITY 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A25 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL PROPOSED ADDITION ROOF PLAN SCALE: 1/8" = V-0" SEP 0 3 2015 PERMIT CENTER ROOF PLAN z2 5 01"% tea. KEY NOTES REGISTERED Y.10' REFLECTED CEILING PLAN FIRST FLOOR L------------------------ ❑O GENERAL NOTES A DIMENSIONS SHALL BE COORDINATED AND VERIFIED BY G.C. WITH METAL BUILDING SUPPLIER PRIOR TO CONSTRUCTION. B ALL MECH. UNITS & DUCTS TO BE COORDINATED AND VERIFIED WITH METAL BUILDING SUPPLIER & ARCHITECT PRIOR TO CONSTRUCTION. C SEE MECH. DWGS. FOR EXACT LOCATIONS OF ALL MECH. UNITS. ALL MECH. UNIT CURBS BY M.B.S. D SEE ELECTRICAL DWGS. FOR LIGHTING AND EMERGENCY LIGHTING AND EXIT SIGN POWER. CEILING LEGEND 2'x4' FLUORESCENT FIXTURE. REF. ELECTRICAL DRAWINGS RECESSED CAN - DIRECTIONAL LIGHTING FIXTURE. REF. ELECTRICAL DRAWINGS 2'0' SUSPENDED ACOUSTICAL CEILING GRID AT 9'-0" A.F.F. U.O.N. REF. DETAILS SHEET A9.1 GYPSUM BOARD CEILING AT 9'-0' A.F.F. U.O.N. REF DETAILS SHEET A9.1 CHAIN HUNG FLUORESCENT FI IRE AT FXPQ5M CEILING ~� LOCATIONS REV _.-WED FOR CODE COMPLIANCE APPROVED OCT 0 2 2015 MY of Tu{ mla BUILDING Di mi, CITY Of: TUKWIL A SEP 0 3 2015 OF WASHINGTON U y N 0 •p m cli C C 0 U) U)'0 a)J" U O•TN N d~�� N 2116 N 'O E 0 -H N OF O O 2OL000 C 7C7 n°' N N a c U o o c c Q cc� �oj`a3: o'vo c � o Ea ° o >,`ovE- o 0 o N 7 d O 0 U 7 O O E= O C O �o Eccci�a(D QO CO O °• N O O _ � C TOµ N N d C U. T y Lam. N N c N o > .� N E°-d 7°vc x O UJ Oa-. U 0 U N fOA U "o` J y O N UO .-.00ya O O'"cc — +' y E O L AI N O'�'' C C C y t U) a) N j CDC N °== o `o 0 0� 7•� n o o o 0 a ALL o ° O > 0u N'= cLi L L O �� p°� � coO 7 :3 o U QQQ, z o 6 � 3Q E nn° o a m Cl CV eM 00 L[7 O E U -� E-a CV O Cl) rn U U L fn U W C 0 Cn O o00 � o m N t-� � v i N a x c U .,_ ca p N o Li "a c o+ � O cc,:,)E cv � N E -= c Q CD Lr) W o C14 co 00 Q co U �- 04 t c _m m 00 F- o U C� CO w O O � Z !ll z 1.1.1 Ill WSW J U Y Z E00 J co Z) Z) coz °i6 } O Q 3;t ow W U W z IW- _ Z 11) �— QLL z V Z Q Q J LL O LL < � LL o Y ti H REVISIONS NO. DATE BY 0 09/01/15 CITY 0 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A26 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL REFLECTED CEILING PLAN FIRST FLOOR SCALE: 1/8" = 1'-0" PERMIT CENTER KEY NOTES 5) 6 5.5 EXTENT OF NEW FLOOR ABOVE t � s a CEILING PLAN LAYOUT FOR REFERENCE ONLY. REFER TO AV AND INTERIORS DWGS FOR MORE INFORMATION. (KEYNOTE NOT SHOWN ON PLANS) ❑2 EMERGENCY EGRESS LIGHT FIXTURES TO PROVIDE 1 FOOT-CANDLE MINIMUM AND 0.1 FOOT CANDLE MEASURED ALONG THE PATH OF EGRESS AT FLOOR LEVEL (KEYNOTE NOT SHOWN ON PLAN) REFER TO EGRESS PLAN AO.2 FOR PATH OF EGRESS. EXTERIOR EMERGENCY EGRESS LIGHT FIXTURE TO PROVIDE 1 FOOT-CANDLE MINIMUM AND 0.1 FOOT CANDLE MEASURED AT FLOOR LEVEL Al 09/01/15 GENERAL NOTES A DIMENSIONS SHALL BE COORDINATED AND VERIFIED BY G.C. WITH METAL BUILDING SUPPLIER PRIOR TO CONSTRUCTION. B ALL MECH. UNITS & DUCTS TO BE COORDINATED AND VERIFIED WITH METAL BUILDING SUPPLIER & ARCHITECT PRIOR TO CONSTRUCTION. C SEE MECH. DWGS. FOR EXACT LOCATIONS OF ALL MECH. UNITS. ALL MECH. UNIT CURBS BY M.B.S. D SEE ELECTRICAL DWGS. FOR LIGHTING AND EMERGENCY LIGHTING AND EXIT SIGN POWER. CEILING LEGEND 2x4 SUSPENDED ACOUSTICAL PANEL CEILING REFER: DETAIL H/A9.4 GYPSUM BOARD ON SUSPENDED FRAMING SYSTEM. REFER ROOM FINISH :.,:.. SCHEDULE. b*TATEWASIIINGTON J L o 0 ova o 5, _2 ° J ++ U C.,T :0, E O L O N •p O N O M C y p 0 O� C L ` N. C g o° o o.> 0 -0E c o n C ` a3� p 6,0 c c•-° J n .tea °o C E O- O L"U C O p)- N-C p NJ O v 02-O LO W 7 U° Nv>p.wO _>o SaLo C, ".- -v NupE :2 y A To— 23N aof c a L °L O C C C C y, N .✓ ° O O: T L In N Z O o•p VI N n.0 R C N yL-. N N C N > 0 of E p n(j*3- J °vo N J _ O+ U O C O E L.-- L L C C C �, p 0 C 47 � �= - 0 O OLV J•UL LLB-' 0L n LLL 0.1,., O° O TU U N� U W V L h C L O- �•- O L y- W 0 J 7 O� J U ¢¢¢«z o° L 3¢ E °.n° o n O N C3 co I= U (-� O M cc)d'• U j 0') L m W C co co O co 0-2 0 _ C14 U c co = Q U fco 0 x ca v LL �m Q oo cv E�o > L CD � N coo Lo N C rn cM N OO F_ o U rn V 0 ,o z W WU) z W U) I- WSW J Y Z oo 00 z -v J T_ oo Z) m z z Of < O OW � CO I- Of Z_ W F- 0 W Z CU QLei- Z Q Q LL L J o DENOTES WALLS/FURRDOWNS WHERE FRAMING EXTENDS FROM FLOOR TO Q M LL < LL I` �- DECK. GYPSUM BOARD AND WALL FINISH SHALL EXTEND TO DECK ON "EXPOSED STRUCTURE" SIDE AND EXTEND 4" REVISIONS ABOVE CEILING ON "NON -EXPOSED NO. DATE BY STRUCTURE" SIDE - (BRACE WALLS TO STRUCTURE - 4'-0" O.C.) 0 09/01/15 CITY 0 DENOTES WALL WHERE FRAMING & GYP. BOARD EXTEND ONLY 4" ABOVE CEILING 0 (11'-4" A.F.F.). BRACE TOP OF WALL ® 0 4'-0" MAX. (STAGGERED) TO STRUCTURE ABOVE OR EXTEND TO DECK IF NECESSARY. 0 2' X 4' LIGHT FIXTURE ISSUE DATES DESIGN APPROVAL: 2' X 2' LIGHT FIXTURE PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: SUSPENDED CAN LIGHT FIXTURE BID DOCS: E CAN LIGHT F CONSTR. DOCS: REC SSEDtAtVj WE C FO ODE COMPLIAN DECORATIVE PENDANT APPROVED 4' -RGB LED FIXTURE OCT 0 2 2015 BLACKLIGHT TUBE City 4f Tukwila WALL SCONCE/ART LIG �Ut ISI ' LED WALL WASHER CITY 0'1-'- TUKWILfl SEP 0 3 2015 E 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A26 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL LED STRIP LIGHTING PERMIT CENTER EXTERIOR WALL FIXTURE EXIT LIGHTING REFLECTED CEILING PLAN FIRST FLOOR ADDITION. �� SCALE: 1/8" = 1'-0" REFLECTED CEILING PLAN FIRST FLOOR ADDITION KEY NOTES Y.10/ d \I 1 2\' 3\' 4\ 5\ 6\ X.10 A) C 1a RELOCATE LIGHT FIXTURES FROM BUMPER CAR AREA DOWNSTAIRS. FIELD VERIFY QUANTITIES AND LAYOUT ❑2 EXISTING FIXTURES TO REMAIN UNLESS OTHERWISE NOTED. REFER TO INTERIORS DRAWINGS FOR BANQUET AREA AND PARTY ROOM IMPROVEMENTS (KEYNOTE NOT SHOWN ON PLAN) GENEFZAL NOTES A DIMENSIONS SHALL BE COORDINATED AND VERIFIED BY G.C. WITH METAL BUILDING SUPPLIER PRIOR TO CONSTRUCTION. B ALL MECH. UNITS & DUCTS TO BE COORDINATED AND VERIFIED WITH METAL BUILDING SUPPLIER & ARCHITECT PRIOR TO CONSTRUCTION. C SEE MECH. DWGS. FOR EXACT LOCATIONS OF ALL MECH. UNITS. ALL MECH. UNIT CURBS BY M.B.S. D SEE ELECTRICAL DWGS. FOR LIGHTING AND EMERGENCY LIGHTING AND EXIT SIGN POWER. CEILING LEGEND GI Q2'x4' FLUORESCENT FIXTURE. REF. ELECTRICAL DRAWINGS 1'x4' FLUORESCENT FIXTURE, REF. ELECTRICAL DRAWINGS RECESSED CAN - DIRECTIONAL LIGHTING FIXTURE REF. ELECTRICAL DRAWINGS 2'x4' SUSPENDED ACOUSTICAL CEILING GRID AT 9'-0' A.F.F. U.O.N. REF. DETAIL X/A.X GYPSUM BOARD CEILING IN RESTROOMS AT 9'-0' A.F.F. U.O.N. REF DETAIL X/A.X CHAIN HUNG FLUORESCENT FIXTURE AT EXPOSED CEILING LOCATIONS CODE COMPLIANCE APPROVED OCT 0 2 2015 REF. ELECTRICAL DRAWINGS RECEIVIE D CITY OF TUKWILA 7855 ADEXAGALHAESGAbTHCA STAIE OF WASHINGTON CJ a�a�o vvio �ccmvm�a� J Lam" mccEpp�°« moo � EOy O fn CU, pd� (n N ° 00 Ulm N N O Vl �. o pQ�` a;°oE0cn°a o CL CoN� y N 8-C N O p C C U � Q +N. C �+ ` 2 3d O U, C o E°`'N U C0°>3 v�°OO p a� u ° ° >,`ovO ° ° N ° °� E.�._ °' ymo ° 7 E E > 2 o' ° ace - c— F C.w ° p �+ (a 'a)) nC a)Ty Z� E U) CO—° 0 O N •— V O CL L 7 C N> 2> �' E x U 3" n o .�+� N-j O+v+ O 00 ++ �� 0) O O E .t-. •�_� L�_ =Ld =LN On " _Om E O N VO i y•O UlU 6 C C "C y .� y 7 n�00 Od �L+ � d U1UOt pUT O 2 N aOC O U ¢Z NUl `o 2 3Q E anc°i o a co LO C)E U J N o00 d U � C U+, W 00 (n O 00 - o L _ i� N U V U) CoEmmommca Q Emmmmm U p � co v cc o ca E� cSD CD E co N Q 00 ' o N N pi cM .�;' 00 co N 00 F— o U C� C� W O U) O �Z W zL WU) W W ry WSW 1 U) J V v Z z > J 00J 00 T1- 00 U. z m 06 z <O Ow WOfz W U �_ W Q — Z U� �QIUiz< p J C) O L. LL Y O ti REVISIONS NO. DATE BY 0 09/01 /15 CITY 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A26 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL ,,%REFLECTED CEILING PLAN SECOND FLOOR 0 City of Tukwila RI In nwG DIVISION SEP 0 3 2015 PERMIT CENTER REFLECTED CEILING PLAN SECOND FLOOR NOTES m EXTERIOR WALL FIXTURE ❑2 KNOX BOX ❑3 MECHANICAL SCREEN REGISTERED I ARCHITECT tADEMAGALHAESCASTRO TE OF WASHINGTON EXISTING Y.1)(6.5 5.5 5 4.5 4 3 2.5 2 C ----------- ---- - EXISTING I'PROPOSED' P-1 P-1 P-1 P-1 C-p-1D--i MATERIALS LEGEND EXTERIOR COLORS: P-1 PAINT TYPE-1 (RODDA 576 "VOLCANO"): MATCH EXISTING P-2 PAINT TYPE-2 (RODDA 88 "MELON BALL"): MATCH EXISTING P-3 PAINT TYPE-3 (RODDA 236 "SALMON ROSE"): MATCH EXISTING P 4 PAINT TYPE-4 (RODDA "LIGHT GREY"): MATCH EXISTING MP-1 METAL PANEL TYPE-1: AEP SPAN NU -WAVE CORRUGATED ("ASH GRAY") MATCH EXISTING MP- METAL PANEL TYPE-2: AEP SPAN NU -WAVE CORRUGATED ("OLD TOWN GRAY") 1(0. ±27'-6" T.O. PARAPET FRAM ±26'-O" T.O. COPING ±8'-O" B.O. METAL PANE T.O. STUCC ±T-6 1/2" j OF WALL PAC T.O. STUCC 0'-O" F.F. ,dk ..........:::. .::::..::.......:.:::... EAST ELEVATION 0 4 8 16 24 32 SCALE: 1/8" = 1'-0" n P-3 POSED IIc E F G K ±30'-0" MECH SCREEN ±29'-6" T.O. PARAPET FRAM ±26'-0" T.O. COPING i ±8'-O" B.O. METAL PAN T.O. STUC PROPOSED I EXISTING 0'-0" F.F NORTH ELEVATION 0 4 8 16 24 32 1 F r RE WED FOR CODE COMPLIANCE APPROVED OCT 0 2 2015 City of Tukwila BUILDING DIVISION REC EIV21D CITY OF TUKYVILA SEP 0 3 2015 PERMIT CENTER J t c E _J W N n• N T� O E .00N AE5- En .° W N a N� Nam+ O U•-•-O N++ U C O-- N.. 7 C'7 `0c00oEc�'CL0.0 oaaiE v,a�En p m N a c v O Q c:C Q c c o j` a; o p E m -0 � U o° �'� +.vv° E"Oaci02 oi°N7 E o -°2° °o- a,�v,m°E _ �� >+°w m c— s 0 0 c °C C C 3 y W .✓ O a U H d"" °p•-fn 0 7 O. C N c Q) N N C° N O 2 U 0 0_ t n 0 C N > ° Xc� 3" v )° >E U N O N . O N ° O c fn 0 UOE LN E O U) — " N V U� N N N V O 7] L N N O" C C Cy y N fn > C W N U L W C V U QQQ:—EZo o 6 E 3Q E no- CKSu o n. 0 10 O U U L6 W C OOCO U) O U 8 O E- _ i . U co xmmmm CN D < U O � � � o 0� Z — oo ca > -�a IT - Q N L of 0 L a° ao QQ LO N M ci cN OD I— o U W O VJ I0 z z W �- U) WU) W Wow Uz Z z o6 J CC � J z06 00 �0 a O W I- W V O� z F_ = �. Z W a () Q u Z Q Z) J W O O Y W I—f— REVISIONS NO. DATE BY Q 09/01 /15 CITY 0 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145-A31 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM STATUS: PERMIT SUBMITTAL SCALE: 1/8" = V-0" WEST ELEVATION SCALE: 1/8" = V-0" ,_EXISTING BUILDING PROJECT CONTEXT IMAGE •a,o .................. 0 4 8 16 24 32 NOTES a EXTERIOR WALL LIGHT FIXTURE ®2 NOT USED n NEW ROLL -UP DOOR. REF. DETAIL 6,7,11/A8.2 MATERIALS LEGEND EXTERIOR COLORS: P-1 PAINT TYPE-1 (RODDA 576 "VOLCANO"): MATCH EXISTING P-2 PAINT TYPE-2 (RODDA 88 "MELON BALL"): MATCH EXISTING P-3 PAINT TYPE-3 (RODDA 236 "SALMON ROSE"): MATCH EXISTING P-4 PAINT TYPE-4 (RODDA "LIGHT GREY"): MATCH EXISTING MP-1 METAL PANEL TYPE-1: AEP SPAN NU —WAVE CORRUGATED ("ASH GRAY") MATCH EXISTING REV OWED FOR CODE COMPLIAN M APPROVED OC r 0 2 2015 City Of Tukwila BUILDING DIVISION I.E %CEiVED CITY OF TuKW LA SEP 0 3 2015 PERMIT CENTE R REGISTERED j ARLC.// HI� T ` EDROA DEh4AGANES'OASM STATE -OF WASHIN.GTON U y 0) O (q O✓:� C C C) m N `8 0 Lam" occEp°Fc -c J " p •� N N O. SU, > u o N -00 0)0 E N p N C N p N o+ N 0 0C O 2 ` C O- `� - -' N m CN 7 a pap oEQ,Cca o`E o, woN� pmr-d N n.23 °�.nrn >Yo.N n� 0c .in N O C O C C w Q C T U CL3: N C c-o o° c. ; n p yp c E"o Cc 0 m C, E ) E °)o" c yNNo O C p a� p L NOO �+� 2 L2 O_ U. TNZL N N- O+. N O C N C L N C N > > N E p CLd rt.. 7 O w o 04 O N N d O O -j O O O U y0 .'O N oo 0- NO •t' �� N U O E L N E O O N E � a O o" C C C O y N N O C N p. ILL N 2r-. V Ot N T U U N•- U L C 1 L o _ U UL O p) 0- N E 7 7 O'00 E U ¢¢`¢`r-z o� � 34 E o_nU p o_ co L0 O — [-..I c: CV O GM 00 lqj- J U W c CC)0 cq ow o U mmmmom co a) � Q U N x`—ao o co CD -o � rn c oo ca E:20 > "o L o 04 c- co .� ao00 pU N a ce)00 § cM N co I— o U W T 0 rn v , ry 0 F— W TW Wco) Wow �� J U Q z z 06 J J 00 � m 06 z } O � 0 oW H W V Of Z_ _ F-- 65 L� I� z W Q U� aI..t_ Z Q Q J LL O LL` O Y ti H REVISIONS NO. DATE BY Aj 09/01 /15 CITY 0 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A31 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: PERMIT SUBMITTAL EXTERIOR ELEVATIONS REGISTERED DEM OF Q 12' 0" A.F.F. _ NEW OPENING T.O. SLAB/DATUN (EL 29.0') T.O. LOW SLAB/ E (EL. 28' - 6 3/8" EXISTING STRUCTURE I I i II 1 II 1 II 1 III 1 II 1 II 1 II II 1 ICI II II II 1 — I GALVANIZED SHEET METAL — CAP. REF. DETAIL 3/A8.3 PARAPET/FRAMING: 27, 6" IfT.O. _ (EL. 56'-9 1/2") -T I T.O. WALL / DATUM: 25' 2" (EL. 53'-7 1 /2") 1 PRE -FINISHED CORRUGATED METAL SIDING OR STUCCO OVER 2' FURRING CHANNELS AND RIGID INSULATION OVER 1 BUILDING PAPER OVER 5/8' 1 GYP. SHEATHING OVER METAL I BUILDING STRUCTURE MINIMUM R-10 RIGID - \' INSULATION TO TOP OF FOOTING, TYPICAL 1 I T.O. SLAB / DATUM: 0' 0" (EL. 29.0' T.O. LOW SLAB: -1' 5-5/8" A.F.F. I B C BETA ROOFING OVER PURLINS SPACED ER M.B.S. OVER 2 STRU TURAL BEAMS PER M.B.S. WITH BATT INSULATION 4• WITH LACK VINYL FACE I PRE- NISHED CORRUGATED METAL PAN S OVER BUILDING PAP OVER 5/8' GYP. SHEATHING 0 METAL STUDS 1 ri r D E F G J K *INTERIOR LAYOUT NOT SHOWN FOR CLARITY ©© (EL. 28'-6 3/8")---- -------------------------------- - CONCRETE SLAB PER _ -' 1 F 1- STRUCTURAL CONCRETE FOOTING PER STRUCTURAL BUILDING SECTION 1 T.O. PARAPET/ FRAMING- ' 0" (EL. 56'-9 T.O. SLAB / DATUM: 0' 0" a: I (EL. 29.0') T.O. LOW SLAB: -1' 5-5/8" A. (EL. 28'-6 _J SCALE: 1/8" = V-0" 1 n ,\ ^ ��� 09/01 /15 ^ �- A B 3 4. r � tih T.O. PARAPET / FRAMING: 260" 1 1 (EL. 55'-4") T.O. WALL / DATUM: 23' 8 1/2" 1 1 (EL. 52'-8 1/2") T.O. SLAB / DATUM: 0' 0" _ 4EL. 29.0') .O. LOW SLAB: -1' 5-5/8" A.F.F. (EL. 28'-6 3/8") C D E F G J K RE.CEiVLD CITY OF Tur'%WILA SEP 0 3 2015 PERMIT CENTER U c m 7 "') - J L o c c E p p Upp'S.N NO- N LON �EONOfOCNL�Op� fa 41 n O pny p Qp 0 0 E y C .0 d E.L.+ U �- p p (D- N y O. 3 d p,i > n N n C O 0-co N C o p C C 'O n3p N C C'- N O O p o Eo`oN N U N �0 O p L O N 7 L o E - Nn�pE 3v n oL c n �� O CCCc C C N'+O U _O L w o Tw O m O N O L 0 v nC dZL N C C O >E >IUDN a,E O%+XV'3 ..L..70 v (q C0 OJ yO 0..+ U O Y LO N p O OO_ O 0+ C N O 00 LNE o — _� L N �•O C C Cy 0 O N •� = n p �yUO•¢U 'n NL` O-C .0 O. LLCL-t 0 0TL amN O o p� N O` U C.0°U ¢¢L¢L zoLE o.noo NUL R cn O N M OO O E U E� N 6 ch °'• O J U U 'o W i c co o 0o U o CF--i-` c N U Emmomm x co �' >J = a rommmm U m co o xZ�`��o, O Q' = o 00 crs I✓ � > "O Co 2 ¢� � c N c- 00 O N 0) ch M N 0o F- o U 4 a v W O VJ 6L 10 H Z � Wy 1 r ~ Z Ill I-- w W ry WJw U QZ J z 3: J J cc) 00 � a) D U. m a)°zs } O — w W �� z J I- w F--U)_ W �. Z LLi ()� Z Q Q } J 7 J LL u. Y ti REVISIONS NO. DATE BY A 09/01/15 CITY A A 0 0 0 ISSUE" DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145-A41 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: PERMIT SUBMITTAL 4 WALL SECTIOi� 09/01/15 STATE OF WASHINGTON i I I 2 8.3 !�— -I-----�1 1 1 1 1 I 1 ._..................._...._........_......_...._._........._.......—._......._.....L I i I i I I _ .........._ ............. ..... L - - - - - - - - - - - - - - - - - - - - - - - J 0 WALL SECTION 09/01 /15 BEAM PER STRUCTURAL COLUMN PER M.B.S. GIRT. PER STRUCTURAL RAIN LEADER (REFER TO CIVIL DRAWINGS) WALL ASSEMBLY PER BUILDING SECTION 11 T.O. SLAB/DATUM: 0' 6" (EL 29.5') RIGID INSULATION Al 09/01 /15 O CONCRETE SLAB ON GRADE, TYPICAL FOOING TYPICAL PER STRUCTURAL, CONTINUOUS FOUNDATION DRAIN, TYPICAL REFER TO GEOTECH REPORT FOR f — A.------L------- MORE DETAIL PROVIDE 4' >D RIGID WALL PERFORATED PIPE WITH 6" GRAVEL _______--- _____________� AND NONWOVEN GEOTEXTILE BETWEEN DRAIN GRAVEL AND EXISTING SOILS. CONNECT TO STORM DRAIN SEPARATELY FROM ROOFI "X—T DRAINS ROOF ASSEMBLY PER BUILDING SECTION 1 INTERIOR FLOOR BOWLING LANES BOWLING ALLEY CRIBBING PER BRUNSWICK. SEE A2.1 FOR FIRE PROTECTION NOTES 9 O )DE COMPLIA APPROVED OC 1 0 2 2015 City of Tukwila RECC;VED CITY OP TU"KW I A SEP 0 3 2015 PERMIT CENTER U Q)a) O -O U O+^c c a) a) a)oN j Lam"' occEp '� i J U O .T a)-6 n a) 21 U n o' N d 0 a) E O T p al C N p N p) fA N 0 N�.L-. O a) r-5-O N n Ni o `pac,` `0=0 '6Ec:No-Q'a C uvi n23 °'nrnb>snN°tL-co fn N •n �a)00- Q NcT 0':56`n3a;0o Nc p D a)° p° C a) p p 4) V c:p a) •� C O L v E N oEc° a) U°a) >OvOa)O ONL7N� v) o...N ❑ -E. >o c° O•�` TV- n. L p 0 C c•c c 3'O N O O_U F-a� ppL NO= T ` N T Z L N a) C O E N O C a) C O`1 N N NN E p a'j•3 : °vo V J O+ OO N N p Nap O U a) O .+O a)pp.+CN 0 00 EU LNE O L N N 0- c C C p m N N U co: N CL ` L U N N V p L 0 O L C O L c� ¢¢¢«z`ovQ") Eo.n°Uoo. co J [-i � ( co d O U ml W � C CO u) o co U 12 2 o [+ � 0)� E o ~r� N cuQ a`) CIS mommmmw U X o O cv �- x Z � ��I ��0o�: >-0� - < o co co Lo N s �, M co O 00 f- o U `....................... S \ ......... (o 0 W O rn VJ O Z z W f- W� W WU) .jw U Y z z —v _! co ao m m 0 z } O Q O W I- � 0 of Z H 2 W U W Q QL=i Z U Z Q LL I' LL �- o Y ti H WALL SECTIONS SCALE: 1/2" = V-0" 4 , WALL SECTION SCALE: 1/2" = 1'-0" 4 WALL SECTION SCALE: 1/2" = 1'-0" 4 WALL SECTION SCALE: 1/2" = 1'-0" 4 KEY NOTES 1,-5n ❑1 ADA TOILET WITH 48'x56' CLEAR SPACE a2 30-x48' CLEAR FLOOR SPACE a ADA COUNTERTOP n4 ADA WALL HUNG COUNTERTOP LAVATORY WITH KNEE SPACE BELOW ❑5 URINAL ❑6 JANITOR SINK n7 TRASH AND PAPER TOWER DISPENSER a TOILET PAPER DISPENSER ❑9 SOAP DISPENSER 10 HAND DRYER 11 TOILET SEAT COVERS GENERAL NOTES 1. REFER TO AO SERIES FOR ADA CODE REQUIREMENTS 2. ALL DIMENSIONS ARE TO FACE OF STUD, U.O.N. 3. WIDTH OF BATHROOM MUST ACCOMMODATE A 60" DIAMETER TURNING SPACE 4. UNDER COUNTER PLUMBING AND OTHER ELEMENTS TO BE WRAPPED WITH INSULATING MATERIAL OR COVERED WITH PIPE PROTECTOR. 5. GENERAL NOTES LISTED ON THIS PAGE ARE NOT INTENDED TO BE AT THE EXCLUSION OF NOTES LISTED ELSEWHERE. THIS DOCUMENT SET IS MEANT TO BE COMPLIMENTARY AND NOTES LISTED ON OTHER SHEETS MAY HAVE BEARING TO WORK SHOWN ON THIS SHEET. REV EWED FOR CODE COMPLIANCE APPROVED UG 1 0 2 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OP TurK V'►,tILA SEP 0 3 2015 PERMIT CENTER `5 REGISTERED 1" H CT e 10 A DE MAGALHAES CASTRO ATE OF WASHINGTON J L O N C E D OF== °= O•TN N n N a_0 O 0oa� �EomONcy�Oa�o+ m N N a o m� '� v `0 0= o 0 o ECL rn U)a Fa) Q �c�+ ��"v`o3moo �c �00 c o E°�jO � 00°>3 vv•- 6 c0i0 E"oacio`o°N'� o, 0-, o° Ems.>o o �Lm E oo=•� Nm_oE `o c o c c 3v t 0 10 o To U N U nC N cl N N C W U U N fj w-. d L N J O O° N O No .�00 Na 0 O a-+Cm� 0 C C C y p Ol vl N L C W •� U+++-+ nab 0� Ott+' OL n �L.0 N U OL 0 >T` p CU u C) ¢<<--.z `o 5 3Q E C31 CK00 o n cn O N m E U N °O U 42 U) 44 co (n 0 CO 01 0) 6 F _ is ca N Q U) C CES U o 3: cd Z Ll- -0c , 0 Q)l c cc o co E � (D F Ir ED 0 coLO o Nt 0)c � 00 c� N 00 {— o U w O r / O Z W i'- z ww W Ix W U Y z Z z ��-vvv J 0c) m 00 O >- O - I- z W U w Z H = Q OLL Z W U Z Q Q J C) O �` ILL Y O ti:) I - REVISIONS NO. DATE BY Oj 09/01/15 CITY 0 A 0 A 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145-A51 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: STATUS: PERMIT SUBMITTAL BATHROOMENLARGED M 67 , ENLARGED BATHROOM PLAN SCALE: 1/2" = V-0" � 0, ym I d el mc g SCALE: 1/2" = V-0" DOOR SCHEDULE NOTES DOOR TYPES: SCALE: 1 /4" = 1'-0" PER SCHED. PER SCHED. PER SCHED. PER SCHED. PER SCHED. PE,. R SCHED. PERSCHED. ,. A B C E PER SCHED. Iz RU IU OTE: REFER TO FLOOR PLAN FOR DOOR SWING DIRECTION AND HANDEDNESS. SC = SOLID CORE - STAINED TO MATCH EXISTING SUITE CONDITION WD = STAINED WOOD FRAME TO MATCH EXISTING SUITE CONDITION FRAME TYPES: SCALE: 1 /4" = 1'-0" PER PER A B C -: REFER TO FLOOR PLAN FOR DOOR SWING DIRECTION AND HANDEDNESS. WD = STAINED WOOD FRAME TO MATCH EXISTING SUITE CONDITION DOOR SCHEDULE DOOR FRAME MISC DOOR # ROOM NAME RM # SIZE TYPE MATERIAL FINISH GLAZING TYPE MATERIAL FINISH - U-VALUE FIRE ELEC HW SET REMARKS 002A PRIVATE EVENT #1 002 6-0" x 7'-0" B HM. - B HM. - N/A N/A 003A PRIVATE EVENT #2 003 6-0" x 7'-0" C HM. - C HM. - N/A N/A 003B PRIVATE EVENT #2 003 3'-0" x 7'-0" A HM. - A HM. - N/A N/A 006A HALLWAY 006 3'-0" x 7'-0" A HM. A HM. - N/A N/A 006B HALLWAY 006 3'-0" x 7'-0" A HM. - A FIR - N/A N/A 008A HALLWAY 008 3'-0" x 7-0" A HM. - A HM_ - N/A N/A 008B HALLWAY 008 3'-0" x 7'-0" A HM. - A HM. - N/A N/A 107A ARCADE 107 10'4' x 8'-2" RU MTL. - B MIL. - N/A N/A 203A EMPLOYEE LOUNGE 203 3'-0" x 7'-0" A HM. - A HM. - N/A N/A 213A HALLWAY 213 3'-0" x 7'-0" A HM. - A HM. - N/A N/A 214A PARTY ROOM #1 214A 3'-0" x 7'-0" A HM. - A HM. - N/A N/A 214B PARTY ROOM #2 214B 3'-6" x 7'-0" A HM. - A HM. - N/A N/A 214C PARTY ROOM #3 214C 3'-0" x T-0" A HM. - A HM. - N/A N/A 215A EXISTING ELEC./STORAGE 215 (2) 3'-0" x 7'-0" E WD. - A HM. - N/A N/A 20 MIN. RATING 217A JAN. 217 3'-0" x T-0" A HM. - A HM. - N/A N/A 224A BRIEFING ROOM 224 3'-0" x 7'-0" A HM. - A HM. - N/A N/A 225A BRIEFING ROOM 225 3'-0" x 7'-0" A HM. - A HM. - N/A N/A 226A LAZE TAG STOR. 226A 3'-0" x 7'-0" A HM. - A HM. - N/A N/A DOOR SCHEDULE NOTES: STC= SOUND TRANSMISSION CLASS 1 DOOR THICKNESS TO BE 1 3/4" U.N.O. HG = HARDWARE GROUP 2 PR' INDICATES PAIR OF DOORS. ALL PAIRS TO BE OF EQUAL SIZE AND CONSTRUCTION U.N.O. 3 ALL DOORS SHALL HAVE A S.T.C. OF 35 AND NOT BE FIRE RATED U.N.O. - REFER TO PLANS FOR WALL ASSEMBLY TYPES. NOTIFY ARCHITECT OF DISCREPANCIES BETWEEN WALL AND DOOR TYPES. 4 INSTALL RATED FRAMES AND GLAZING FOR OPENINGS IN RATED WALLS. RATED DOORS SHALL HAVE RATING LABEL ON THE DOOR EDGE TOWARD THE HINGE SIDE 5 AT EXTERIOR DOORS TURN SUBSILLS AND FLASHING MEMBRANE UP AT JAMBS TO FORM END DAMS. ALL JOINTS IN END DAMS SHALL BE FULLY WELDED. 6 ALL SUBSILLS / END DAMS SHALL BE PRE -FINISHED ALUMINUM AND SHALL BE SLOPED TO ENCOURAGE POSITIVE DRAINAGE 7 ALL DOOR IN COLD FORMED METAL FRAMING SYSTEMS TO HAVE EXTERIOR OF FRAME 4" FROM PERPENDICULAR WALL U.N.O. ALL DOORS IN C.M.U. WALLS TO HAVE EXTERIOR OF FRAME 8" FROM PERPENDICULAR WALL U.N.O. 8 ALL FIRE AND/OR SMOKE RATED DOORS SHALL HAVE SEALS, BE SELF -CLOSING AND HAVE A MAXIMUM UNDERCUT OF 3/4" PER THEY SHALL BE TIED TO THE SMOKE ALARMS AND SHALL AUTOMATICALLY CLOSE UPON ACTIVATION OF THE ALARM SYSTEM. NFPA 80. IF DOORS ARE EQUIPPED WITH HOLD OPEN FEATURES, 9 GENERAL NOTES LISTED ON THIS PAGE ARE NOT INTENDED TO BE AT THE EXCLUSION OF NOTES LISTED ELSEWHERE; THIS DOCUMENT SET IS MEANT TO BE COMPLIMENTARY, AND NOTES LISTED ON OTHER SHEETS MAY HAVE BEARING/APPLICATION TO WORK SHOWN ON THIS SHEET. DOOR ABBREVIATIONS: FG= FULL GLASS RU= ROLL -UP SECTIONAL MTL= METAL NL= NARROW LITE OHC= OVERHEAD COILING HM = HOLLOW METAL F= FLUSH HW SET= HARDWARE SET DOOR REMARKS: A 1HARDWARE SET: REFERENCE A7.2 , FOLDING DOOR #1 1 /2" = 1'-0" ALUMINUM EDGE TRIM/REGLETS - TYP. W J 0 ^ W Z U � N s Q' t0 d I N z FINISH FLOOR i e � U t rn � =o Z % TOILET TOILET PAPER� DISPENSER 4" COVE BASE N "D CO O € W m I I CIO M € ` �....�._..�,......-...�0. W CL O SEAT COVER DISPENSER MIN. CLEARANCE AT TOILET: ICC/ANSI SECTION 604.3: 60" MIN. WIDE CLEARANCE, PERP. FROM SIDE WALL AND 56" MIN. DEEP CLEARANCE PERP. FROM REAR WALL IN SINGLE STALL TOILET ROOMS. NO OBSTRUCTIONS WITHIN THIS CLEARANCE. 0 d. / URINAL LAVATORY \ UP OF URINAL SHALL INSULATE UNDER SINK BE A MINIMUM OF 4" PIPES - BASIS OF FROM FACE OF WALL DESIGN: TRUEBRO LAV GUARD 2 O 0 00 O O O O o O O DISPENSE/WASTE HAND NAPKIN/ NAPKIN/ RECEPTACLE DRYER TAMPON TAMPON W/O WASTE SIM. DISPENSER DISPOSAL ANSI REQUIRED MOUNTING HEIGHTS DIAGRAM 1 /2" = 1'-0" NOTES- 1. NOT ALL ITEMS MAY APPLY TO THIS PACKET. 2. MODELS SHOWN ARE FOR REFERENCE ONLY AND MAY NOT BE MODEL SPECIFIED. ROBE HOOKS E EF M M tl MAP RACKS i �i 1'-6" i rn I CHANGING TABLE POSTURE MIRROR NOTE: DIMENSION IS FOR TOP IN OPEN POSITION FIRE EXTINGUISHER CABINET FOLDING DOOR #2 12 5 1/2' 2'-0' SECOND FLOOR COLUMN WRAP v 112" = 1'-0" GENERAL SCHEDULE NOTES: A. FIELD VERIFY EXISTING FRAME SIZES. B. LOCATIONS OF SAFETY GI AZING: OPENINGS WITH A VERTICAL EDGE WITHIN 24" OF A DOOR OPENING AND THE BOTTOM EDGE BELOW 60" A.F.F., AND; OPENINGS MEETING ALL OF THE FOLLOWING: 1. BOTTOM EDGE LESS THAN 18" FROM FLOOR. 2. TOP EDGE GREATER THAN 36" ABOVE FLOOR. 3. GLASS AREA GREATER THAN 9 SQUARE FEET. 4. WALKING SURFACE WITHIN 36' OF THE GLASS UNIT. OTHER LOCATIONS AS REQUIRED BY THE IBC, AS REQUIRED FOR STRENGTH, OR AS RECOMMENDED BY THE GLASS MFR. DOOR SCHEDULE NOTES: A. REFER TO FLOOR PLAN, SHEET AO.3 FOR ADDITIONAL DOOR AND HARDWARE NOTES. B. MAIN EXIT DOORS SHALL HAVE A KEY LOCKING DEVICE. THERE SHALL BE A READILY VISIBLE DURABLE SIGN ADJACENT TO THE DOORWAY STATING, "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." THE SIGN SHALL BE IN LETTERS NOT LESS THAN 1" HIGH ON A CONTRASTING BACKGROUND. THE USE OF THE KEY -OPERATED LOCKING DEVICE IS REVOCABLE BY THE BUILDING OFFICIAL FOR DUE CAUSE. C. EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. D. BARRIER FREE ENTRANCE REQUIREMENTS: LANDINGS AT DOORS SHALL BE NOT LESS THAN 60 INCHES IN WIDTH AND IN LENGTH ON THE DOOR SWING SIDE. FLOOR AND/OR LANDING ADJACENT TO DOOR SHALL BE NOT MORE THAN 1/2" INCH LOWER THAN THE THRESHOLD OF THE DOORWAY. E. EXTERIOR LANDINGS SHALL NOT SLOPE MORE THAN 1/4 INCH PER FOOT. F. NEW SWING DOORS TO BE LOCATED 4" OFF ADJACENT PARTITIONS TO ALLOW FOR B/S DOOR TRIM, U.O.N. G. ALL DOORS IN EGRESS PATH TO PROVIDE FREE EGRESS. HARDWARE SCHEDULE NOTES: A. GC TO VERIFY THAT ALL (E) HARDWARE (EXISTING TO REMAIN) IS IN GOOD WORKING ORDER, AND MEETS TENANT SPECIFIC REQUIREMENTS. B. ALL DOOR HARDWARE TO COMPLY WITH ADA GUIDELINES. C. ALL CLOSERS TO BE LOCATED ON INTERIOR OF SPECIFIED ROOM. D. ALL NEW HARDWARE PER CODE REQ. G.C. TO ASSESS AND REUSE (E) INVENTORY OF DOORS AND HARDWARE. E. ALL FINISHES TO BE SATIN CHROME OR S.S.. REFER TO FLOOR PLAN FOR RH OR LH SWING. REV WED FOR CODE COMPLIANCE APPROVED OCT 0 2 2015 City of Tukwila BUILDING DIVISION RECc 'IED CITY OF T"%J'r:WILA SEP 0 3 2015 PERMIT CENTER REGISTERED PEi A DE MAGALHAES CASTRt I STATE OF WASHINGTON U mmo vvi�;ccmmmwm U O a T N U o m o.+' O� Do m �EONO!ACur.-°mom m C v O—�,.- E ao o ° E o0E v> asp°� om. m to m _6o-� > a c aL '0: co '``Q 2.c "0 -0 o �oxa a� LU C, > ov° °m N' �m 01 oOE o c o .0o o,a O�CC O OCC m °U vNm 0--- 0 n N E o a�j'3 ° °vc mJ m 0— U p O (Da p C N 0 +• u,u0E ENE ° L N 0 a)°=C DCyV�N W N o o >LvLm -"U oU ¢¢Q z)QE an°i -0 a O N CO O U r N M rn U U Lo ITT C OO J5 O op U + o EN U o x U)`�C < Cmmmm o�� io 0) o+ CD oo CU E:E E co �2 Q '6 �co o F 00 W o 00 IWOLO L �- CV rn M Nt M N ao o U l W O V J 10 QZ W F- WW W WSW �U) U �' Y Z z 00 � 00 06 rn >- O � C5 OW F- W U 13f Z W _ W Q Q Z LL U Z Q � J LL C) I L I` F- REVISIONS NO. DATE BY A 09/01 /15 CITY A 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145-A71 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JJ STATUS: PERMIT SUBMITTAL GALV. RIDGE COVI ^"' " ALUM. STANDING METAL ROOF 0/ NS PER M.B.S. %,LVJURL rURL119J UR CHANNELS PER M.B.S. OF TAPE IC OVER RIB IN FLAT OF L PER M.B.S. RIDGE AT METAL BUILDING ROOF N.T.S. 1" SINGLE -LOCK STANDING SEAM JOINTS AT 10' O.C. MAX. FILL JOINTS WITH SEALANT & CRIMP AWAY FROM WEATHER. 1�0� ro �o" BAYONET JOINT ® HEMMED DRIP ON BOTH SIDES 22 GA COPING CAP - PITCHED TO INSIDE PER DETAILS 1, 3 AND 4 A9.2. COORDINATE COLOR PER ELEVATIONS (3) STAINLESS STEEL RIVETS IN JOINT FILLED W/SEALANT OUTSIDE CORNER 11 COPING ISOMETRIC - TYPICAL U.O.N. N.T.S. o^^r II r\Inrl ALIT Mf RJ RCIdM I J DRAIN SU BOUNDAF AND PIPE SIZES ROOF DRAIN & OVER FLOW N.T.S. (1 of 2) MIN_ 19" IASE REINFORCED MEMBRANE CUT SECTION OF REINFORCED MEMBRANE AS SHOWN AN POSITION INTO DRAIN SUMP. EXTEND MEMBRANE OUT C DRAIN SUMP APPROXIMATELY 6" (ROUND CORNERS). DRAIN SUMF BOUNDARY MIN. 1-1/2" H HOT AIR WE MIN. CONTINUOUS FIELD MEMBRANE r'r' D MEMBRANE - 'TO LAY FLAT SUMP AREA AIN CLAMPING IG EXTEND FIELD MEMBRANE ONTO MEMBRANE SECTION POSITIONED AT DRAIN SUMP AND CUT AS SHOWN TO LAY FLAT IN SUMP. HOT AIR WELD A MINIMUM OF 1-1/2- COMPLETELY SURROUNDING AREA. ROOF DRAIN OVER FLOW 1 tJ N.T.S. FASTENERS AT 12-IN. O.C. SEE STRUCTURAL - DWGS. FOR FRAMING AROUND OPENING. (2 OF 2) MECHANICAL UNIT COUNTERFLASHING BY MANUFACTURER PER PLANS AND MECHANICAL DRAWINGS. P.T. 2X CURB BONDING ADHESIVE PER MFG. REQ. PVC MEMBRANE FLASHING. FASTENERS & SEAM PLATES PER MFG. REQUIREMENTS CONTINUOUS HOT-AIR WELD CONTINUOUS EDGE PVC ROOFING MEM WA' ht MFG. SPECIFICATION i APPROVED OCT 0 2 2015 CE City of Tukwila BUILDING DIVISION 1?ECc;'IE0 NSULATED CURB PER MANUFACTURER CITY OF 1,L)K 1lILA t Abm=. AIM� 'I r SEP 0 3 2015 NOTES: PERMIT CENTER 1. FLASHING TO EXTEND A MINIMUM OF 6-IN. HIGH AND ALWAYS ABOVE ROOF FLOOD LEVEL CURB AT MECH. UNIT 20 � REGISTERED / V ARC TECT .J EDRO A DE MAGALHAES CASTRf STATE OF WASHINGTON V 0 a) O U Oj O✓�C C0 a)a)`80 J" U O'Tm N a N IL :3 a) DOa) �EONC, pNa)� U)-0N W a) V -'O a) d aTo N"'' — U ._ o a4) �on000E�cn�a' 0 mE:�i v 0a)—a) 2 rn a3 .°Q.nrn+.o>Yo-y----o m V) O C `O`O CC Q c C N U Oj Q3 n0 �N O C C o a E m u>,o`vo o o m-0 o 0 rn o. ur oV -E >o CO 0'a U 7 O �- L N N O E m E -.g 2 3� n or C o I—a'� 000 yoo L2 a) aC U T0Z.0 Rl N C O Em E O aU 3... 7 vo OU N ."o-`o`o aco- NO U O •E _DE t o O C C C-� O 0 N WC m a �t.0 a7.—+. N 00TLLCUr O 2 2-o 8 77O'OU.- U QQQz V7L a) 2 3Q E aaU 0 a U) O N M E: U °) co d - d U �m L Y N W co ci o coo o H _ 00 mmomm`Y L cc X T c CD a)co 0 0 Q, 1= :20 C>D t - ¢ CD U-) W00 o -= c o N co co 00 F-- 0 U W D O r� VJ 1 O Z W Ww W ry WJw I- U Y z Z z 06 00 ao J � 0° 06 rn %- O LU O w Z F_ Q — I- J Z W U� Q U_ Z Q Q JILL � C) O o Y U ILL ti H REVISIONS NO. DATE BY A 09/01 /15 CITY 0 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145-AB1 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: JCP STATUS: PERMIT SUBMITTAL a ROOF DECK / STRUCTURAL M � MEMBER D TERE REGIS UNDERSIDE OF CEILING UNDERSIDE OF CEILING DECK HOT WATER RCS - E STRUCTURE WHERE OCCURS COMPENSATION CHANNEL ® COLD WATER ROOF DECK / STRUCTURAL n SHUT-OFF VALVE CUT TOP EDGE OF GYP. BD CUT TOP EDGE OF GYP. BD MEMBER ADE•RA PROVIDE SEISMIC GiHAESCaSTRO STRAIGHT & TRUE. OZONE STRAIGHT & TRUE. OZONE STEEL RUNNER BRACING PER CODE DI —ELECTRIC UNION �TEOFWASHINGTON CONDITION: RUN TO B.O. CEILING CONDITION: RUN TO B.O. CEILING AND PROVIDE ACOUSTIC SEALANT AND PROVIDE ACOUSTIC SEALANT BOTH SIDES TOP AND BOTTOM WITH BOTH SIDES TOP AND BOTTOM WITH 1 1/4" X 18 GA. STL STRAP CAULK. CAULK. BRACING TO STRUCTURE PROVIDE 3-5/8 20GA EITHER DIAGONAL OR ASME TEMP. AND W/ 5/8 LAG BOLT STUDx6" TO RECEIVE „ METAL STUDS VALVE EXTENSION T6 MTL "STUDS OR STEEL RUNNER STEEL RUNNER SLIP TRACK LATERAL BRACING VERTICAL ®4 —0 O.C. & ® LINE ANCHOR TO CMU WALL / STRIKE SIDE OF JAMB, „ 1 4 DIA. SHT. MTL WATER HEATER U L L E o o o POWDER ACTUATED FASTENER AT INTO PTN TOP RUNNER LG / al SCREWS TO METAL BLKG. J ..- j �.T° ° n ° /XFASTEN BRACE THRU 24"X 24"X4" DEEP o E T N ° °' 24" O.C. TO CLG. n ._ ° L5:6 FASTEN FURRING CHANNEL / / 22 GAUGE GALV. o c F ora o oL. N a 2 — #8 SCREWS TO RUNNER " E v_ ;, °' o a) - ° SOUND INSULA1ION ® RESTROOMS THROUGH E.I.F.S. TO SUBTRATE / / TRACK — STEEL PAN WITH 1 N a2.3 c 5 o o c c a� 0 c BATT INSULATION ® DEMISING WALLS — X// / DRAIN Q +N. c �+ ` a3 o p �, c 5/8" TYPE 'X' GWB U.O.N. / — E`N�E�o�c-'= � "v(ABUSE RESISTANT GWB BELOW / DRAIN PIPE, ROUTE WATER HEATER TO °' ° o N ° wv E ' ° N ` ° " �— °' �� E c �3 ° amp o QE 1 1/2 DIA. GRAB BAR TO EXTERIOR OF BE PLACED ABOVE °5/8" TYPE 'X' GWB BOTH SIDES8'—O" A.F.F) BUILDING RESTROOM CEILING n °L NZ ° N nC ° TO wL-. N N C fq U.O.N.00K Q o w 21 E�a�3 =°mo EXISTING WALL ASSEMBLY — 16 GA. METAL STUD N ° � L ` , J m ° o: U METAL STUDS PER PLAN (WHERE OCCURS) BLKG. W/(1) A35 o ` o co" ° °r N o �� o N s + +o E y METAL FURRING CHANNEL CLIP TOP AND BOTTOM ^' E E „ o �_ U U O" C C C� p y o N O C 0, SPECIFIED BASE PER PLAN a L ° ° ° ° ° ` ° n LLL O O TU U y•- U CONT. MTL. RUNNER ANCHOR TO CONT. MTL. RUNNER ANCHOR TO FRP o/ WATER-RESISTENT ¢ Q Q z o 5 3 a E a a ou o a •• � � �¢ ..: GYP. BOARD FLOOR AT 24" O.C. WITH POWDER FLOOR AT 24" O.C. WITH POWDER ACTUATED PINS. ACTUATED PINS. NOTE: PIPING IS DIAGRAMMATIC ONLY. FIELD VERIFY ACTUAL CONDITIONS. ANCHOR OR SUPPORT WATER HEATER TO O N M E U SUSPENDED ACOUSTICAL TILE co o «� O ---� FINISH FLOOR FINISH FLOOR (WHERE OCCURS) BUILDING STRUCTURE TO RESIST SEISMIC FORCES PER UPC U � rn 1 /8" FOAM TAPE 1 /8" FOAM TAPE ml W in o 000 o L _ V I--1-` � � N >' N INFILL PARTITION FURRING WALL PARTITION WALL SEISMIC BRACE HANDICAP GRAB BAR WATER HEATER BRACING 5 c co x co :2:, 1 (D7 3 4 5 U Z5 CXvz�"-a, 3 — 1 -0 09-015A22 - 1 -0 09-015A22 3 - 1 -O 09-015A22 3 - 1 -0 09-015A22 09-002A42 cc E cc::)) E DRIP SET IN CAULKING ATTACH METAL STUD RUNNER0) W co N TO FRAME W/ STAINLESS co MTL STUD. REFER TO WALL STEEL SCREWS PAINT TO LEGEND FOR WALL TYPES. MATCH FRAME Cal CIO 5� 00 SUSPENDED ACOUSTICAL � H c° F--------------- 1/4" X 8 X 2 BENT CEILING c� STEEL PLATE - SECURE W/ ? (WHERE OCCURS) 1/2" COL ANCHORS - 6'-0" DIA. DRAIN BASIN METAL JOISTS PER STRUCTURAL DUR-O-WALL D/A 710 OR COILING O.H. DOOR EQUAL W/ 1/4" TRIANGLE 3'-0" 3'-0" AT SIM. CONDITION TIES ® 16" O.C., PAINT TO MATCH WALL SPRINKLER LINE TO RUN (120 WALL AND INTO ANCHORED TO STRUCTURE CEILING JOIST CAVITY SEE MANUFACTURER ❑ �.` DRAWINGS FOR ANCHORAGE A HEAD EXISTING STUD WALL ASSEMBLY. WATERPROOF 3 /4" T&G PLYWOOD PER MEMBRANE — FLOOR FINISH STRUCTURAL CLAMP BETWEEN TO DRAIN MTL. TRACK < ' FOR OVERHEAD INTERIOR EXTERIOR DRAIN FLANGE -,.•w METAL STUD — — — — — DOOR COILING O.N. E:ry ; RUNNER ......; \.:. DOOR - \ d� EXTERIOR SLOPE DOWN SLOPE DOWN UNIFORM UNIFORM — — — — N O.H. DOOR W/ HEAD WEATHER SEAL. V00 00 r � ° ° ................ .r v Qv I UvD v ' �::� ,. EXISTING STUD > o.7 WALL ASSEMBLY 0—INSULATED HOLLOW METAL o s:1 -- -) L.2 04 VARIES DOOR AND FRAME (TYP.) v CRUSHED .TILE OR © JAMB 4 STONE D CONT. ANGLE +8'-o" of PLUMBING FLOOR / » 1/4 X 8 X 2 BENT MOUNTED TRACK _ O- 5/8- GWB STEEL PLATE - W/ JAMB GASKET SEAL ADA COMPLIANT N o NOTE: DRAIN WITH WEEP cl SECURE W/ 1/2" COL VERIFY CONTINUOUS THRESHOLD PER SPEC. INLET OF DRAIN TO BE 1/2 HOLES BELOW FINISH FLOOR ACOUSTICAL ANCHORS — ELEVATION OUTSIDE OF 6'-0" PIPING — SEE PLUMBING INSULATION DUR—O—WALL D/A 710 OR EQUAL W/ DIAMETER DRAIN BASIN PLAN 1/4" TRIANGLE © SILL nES (@ 16" O.C.OVERHEAD DOOR HEADER PER ELEVATION, PAINT OVERHEAD DOOR JAMB EXTERIOR MAN DOOR FLOOR DRAIN SECTION AT RESTROOMS 6 3" = 1'-O" 09-05OA82 3" = 1'-0" 04-067A73 3" = 1'-0" 04-067A73 3" = 1'-0" 09-002A41 O 3" = 1'-0" 04-067A81 SYMBOL SECTION CONFIGURAKEY cDTION: CD WALL TYPE TAG: INSULATION: Lli BRACE TO TX x NO INSULATION STRUCTURE r 00 �� ACOUSTICAL INSULATION zz o ¢ o INSULATION HARD LID CEILING LAY IN CEILING o w ¢ SECTION CONFIGURATION �t� THERMAL INSULATION 0 Of WHERE OCCURS WHERE OCCURS o PLAN CONFIGURATION ~ t� z o J o � w z 0 fn Co Z F W J J f 0 U- 1= z w w U m O z Ld 1T��FM I r� ,/� J 00 Tco J � Dm O z06 }0 Q oIII �: (D I_OfZ — w �_ U Z Q Z U T LL Z Q } Z) J LL O � Y Q LL ti H RATI ON: 10 SERIES: ONE LAYER EACH SIDE, 20 SERIES: TWO LAYERS EACH SIDE, 30 SERIES: THREE LAYERS EACH SIDE, 40 SERIES: DISSIMILAR LAYERS EACH SIDE, 50 SERIES: SHAFT, 60 SERIES: FURRING, 70 SERIES: CMU, 80 SERIES: CONCRETE, 90 SERIES: MISC/SPECIALTIES TYPICAL CAL WALL NOTES REVISIONS PLAN CON T I G U N0. DATE BY PARTITION: NON —RATED FURRING: NON —RATED 1. ALL INSULATION SHALL HAVE MAXIMUM FLAME SPREAD INDEX OF 25 AND MAXIMUM SMOKE 09/01/15 CITY DEVELOPED INDEX OF 450 IN ACCORDANCE WITH IBC 719.2 2. REFER TO SPECIFICATIONS FOR LOCATION AND LIMITS OF DIFFERENT TYPES OF GWB SUCH AS TILE BACKER BOARD, MOISTURE OR MOLD RESISTANT GWB, FIRE —RATED GWB. ETC. 3. STUD GAUGE AND SPACING SHALL BE PER BIDDER DESIGN AND SUBJECT TO REVIEW BY 0 5/8" GWB EXISTING E.I.F.S ARCHITECT, STRUCTURAL AND AHJ. TYPICAL EXTERIOR STUDS ARE 43 MIL U.O.N. 5/8" GWB 4. FIRE RATING AND SOUND TRANSMISSION COEFFICIENTS ARE BASED UPON THE ASSEMBLIES ISSUE DATES A 5/8" GWB ` ;. SHOWN WITHOUT INSULATION, UNLESS NOTED OTHERWISE. DESIGN APPROVAL: STUD PER SCHEDULE STUD PER SCHEDULE 5. REFER TO WALL DETAILS FOR TERMINATIONS, CONNECTIONS, PENETRATIONS AND PERMIT SUBMITTAL:07-27-2015 INTERSECTIONS. PERMIT RECEIVED: 6. ACOUSTIC SEALANT SHALL CONFORM TO ASTM C919-02. INSULATION IF NOTED BID DOCS: INSULA11ON IF NOTED 7. SEPARATE BACK TO BACK ELECTRICAL OR OTHER UTILITY BOXES BY AT LEAST ONE STUD PARTITION SYSTEMS METAL LINER BAY IN SINGLE STUD WALLS AND TWO STUD BAYS IN STAGGERED STUD OR DOUBLE STUD CONSTR. DOCS: I PANEL - WHERE OCCURS ADJACENT EXISTING WALL ASSEMBLY WALL ASSEMBLIES. - 8. SEAL ALL DUCT, CONDUIT OR PIPING PENETRATIONS THROUGH ACOUSTICALLY E!/ WED FC•OMPLI / "SCALE: AS NOTED " " 1-FwA 1 2" FURRING CHANNELS @ 16" O.C. CONSTRUCTION TO PREVENT DIRECT CONTACT USING RESILIENT NON-HARDENI APPROVE PLOT ATE: 07-27-2015 12 3-5/8 METAL STUD ® 16 O.C. W/ ACOUSTIC INSULATION 61 USE FIRE -RATED ACOUSTICAL CAULK IN FIRE -RATED CONSTRUCTION. CAD I ILE: 14-145_A82 3-5/8" STEEL STUDS ® 16" O.C. 9. REFER TO PLUMBING DRAWINGS AND SPECIFICATIONS FOR VIBRATION ISOLATIO OCT 0 2 201 13 6" METAL STUD 16" O.C. W/ ACOUSTIC INSULATION 62 REQUIREMENTS IN AREAS WHERE PLUMBING RUNS IN PROXIMITY TO NOISE —SE fTIVE JOB UMBER: 14-145 SPACES. CHECKED: JCP 10. STAGGER ALL JOINTS WHENEVER TWO OR MORE LAYERS OF GWB ARE SCHEDU D. City of TukwiI N: JCP BUILDING DIVI 11. SECURE BATT INSULATION TO THE STRUCTURE AS REQUIRED TO PREVENT SAG S: PERMIT SUBMITTAL DISPLACEMENT. 12. CONFORM STRICTLY TO TESTING AGENCY ASSEMBLY DESIGNATION REQUIREMENTS 1METENTp EXTERIOR ALL RATED WALL TYPES. CITY OF T, 'KWILA DETAILS 13. METAL LINER PANEL BY OWNER THROUGHOUT STORAGE AND ELEVATOR LOBBY AW.O 3 20i5 PROVIDE BACKING AS REQUIRED. REFER TO METAL PARTITION SYSTEM DRAWINGS PERMIT CENTER A8m REG ED STRUCTURE BEYOND 20 GA SHEET METAL COPING BY SLOPE TOWARD ROOF (PAINT) CONT. 16 GA BENT TOP PLATE TYPICAL 3 PIECE 20 GA GALVANIZED SHEET METAL CAP AND FACIA (PAINT) METAL PARAPET FRAMING ATTACHED TO PRE-ENGINEERED STEEL STRUCTURE PER STRUCTURAL DRAWINGS - METAL ROOFING ON PERLINS PER M.B.S BASE OF WALL ANGLE AND TRIM TRIM ANGLE ROOF HEIGHT CHANGE FLASHING SEALANT , PARAPET DETAIL N O.1 4 3/4" MR 1-1/2" = 1'-0" 04-067A73 LIM mm i nrn nl ♦u0 , RAMP DETAIL F 3" = 1'-0" 04-067A73 PAINTED SHEET METAL COPING. SLOPE TOWARD ROOF CONTINUOUS 16 GA. GALVANIZE SHEET METAL CLEAT BENT AND ATTACHED AT TOP (TYP. AT Al CAP FLASHING) WALL ASSEMBLY PER BUILDING SECTION METAL FRAMING PER M.B.S. TYPICAL WALL ASSEMBLY. REFER TO BUILDING SECTIONS DRIP EDGE WITH MIN. R-10 RIGID TOP OF FOOTING CONCRETE FOOTIt STRUCTURAL RIGID INSULATION CONCRETE SLAB I BARRIER OVER A( CONCRETE FOOTIN GALVANIZED SCREWS WITH NEOPRENE WASHERS AT 24' O.C. MAX CONNECTION PLATE PER STRUCTURAL , PARAPET DETAIL N O.2 3" = 1'-0" 04-067A73 DRAIN m PRE -FINISHED CORRUGATED METAL PANELS PER BUILDING SECTION CLOSURE GASKET, TYPICAL CONTINUOUS METAL GUTTER EXTEND 16' UP BACK FACE OF PARAPET ROOF DRAIN WITH DOME STRAINER WITH 4` OVERFLOW BEYOND - 2' ABOVE GUTTER. NOTE: BOTTOM OF OVERFLOW TO BE 2- LOWER THAN ROOF. (MIN) EP.D.M. LINER ON RIGID BOARD IN METAL GUTTER. ROOF ASSEMBLY PER BUILDING SECTION RAIN LEADER PER PLUMBING TYP. GUTTER DETAIL r 3" = 1'-0" 04-067A73 FOOTING DETAIL NO.2 3" = 1'-0" 04-067A73 SEISMIC GAP AT EXISTING WALL r 3" = 1'-0" 04-067A73 FOOTING DETAIL N O.1 3" = 1'-0" 04-067A73 CONCRETE FLOORING PER STRUCTURAL CONCRETE SLAB PER STRUCTURAL CONCRETE FOOTING PER STRUCTURAL MIN. R-10 RIGID INSULATION 9 II II ' II II Q ' II II III II II it I II I III II II 11 I II II 'II II II 11 ' II 'II II II It ' II it it II ' II II 'II II It II ' II II 'II II II II II II III II II II III II II II II II I II II 1 11 1 . a a FOOTING DETAIL NO.3 3" = 1'-0" a J r D OR OMPLIANCE ROVED 0 2 2015 City of Tukwila 13UILDING DIVISION 04-067A73 RECEi!,67D CITY OF T''t."WILA SEP 0 3 2015 PERMIT CENTER --11s01t v PEDRO A DE MAagh4fS CMTD LFATE OF WASHING'TON U a>°o Maio+-Cccm°m•�a� J U O •T () a) a ° D o aa)i v E o to � ur rn a Ta- w' o dU OL O O O E y C nU.O 00 m E v° oNC•yac co nCvO- Cc Q OV n3 Cp p, c c-° O° a a c°° c v�°a E"°o --In rn 10 o '0.0° Eoo—�n�rncuaE 'D L O O C C C C 3�..�O aU ° ° • a) O O Z _ L N O TO C W ID m Eoakj'3 °°ino N O '0'L J U N (On aU. J 0 ° N U6 E La, O °' ca°i�°�ccc, ommur;c° 0 ` O O N O y U.L.+ M O L L CU L U ¢¢¢z `o m 3¢ E ano o a [—� N CO:)CM 00 O -'AU U a) L6 � N W u) o o°D0 o to C N ±' (2)x --i Immmmm � cn:tea "c` UZ � �`Lcma o� o ca :E �CL)Lr)0 o 00 — LID N Ot CM m N 00 f— T o U W O rrnn VJ N 1.� 10 z � WQ 1 E-- ��� WW W W W I - z Z z00 J00 J 00 00 025 } 0 Q O�L-tz W 3: W - = I- J — — z W Q U� Qt=i Z Q Q J u- LL < LL ti FF-- REVISIONS NO. DATE BY 0 09/01 /15 CITY 0 0 A A ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145 A83 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: PERMIT SUBMITTAL EXTERIOR DETAILS GRID �f- O.H. DOOR BASE All mZd01:i CONTRACTOR TO COORDINATE LOC. W/ ROLL -UP DOOR SUPPLIER. .VINYL WEATHER STRIPPING. - VERIFY EXISTING CONC. SLOPES AWAY FROM DOOR. IF NOT, PROVIDE THRESHOLD AT DOOR WITH CAULKING AND 3" = 1'-0" 04-067A73 NOTES: 1. PROVIDE CROSS -BRACING FOR SUSPENDED ACOUSTICAL CEILING SYSTEM ® 12'-0" O.C. BOTH WAYS WITH (MIN.) NO. 12 GAUGE WIRES PER ASCE 7-10, ASTM C635, ASTM C636 AND ASTM E580. 2. THE HORIZONTAL RESTRAINT POINTS FOR THE LATERAL FORCE BRACING SHALL BE PLACED NOT MORE THAN 12' O.C. IN BOTH DIRECTIONS WITH THE FIRST POINT WITHIN 6' FROM EACH WALL. 3. TO FACILITATE INSTALLATION, MAIN RUNNERS AND CROSS RUNNERS MAY BE ATTACHED TO THE PERIMETER MEMBER AT TWO ADJACENT WALLS WITH CLEARANCE BETWEEN THE WALL AND THE RUNNERS MAINTAINED AT THE OTHER TWO WALLS IN SUCH WAY AS TO BE INDEPENDENT OF THE WALL STRUCTURE AND SHALL BE BRACED BY LATERAL FORCE BRACING AT 12 O.C. MAXIMUM. 4. ACOUSTICAL CEILING SYSTEMS SHALL COMPLY WITH IBC 803.9. 5. FOR AREAS EXCEEDING 1,000 S.F., HORIZONTAL RESTRAINT OF THE CEILING TO THE STRUCTURE ABOVE SHALL BE PROVIDED. 6. FOR AREAS EXCEEDING 2,500 S.F., A SEISMIC SEPARATION JOINT SHALL BE PROVIDED. 7. ALL PENETRATIONS SHALL HAVE A 2" OVERSIZE RING TO PROVIDE FREE MOVEMENT OF AT LEAST 1" IN ALL DIRECTIONS. B. ALL CABLE TRAY AND ELECTRICAL CONDUITS SHALL BE SUPPORTED SEPARATELY OF THE CEILING. NON-COMBUSTIBLE STRUT CAPABLE OF RESISTING VI COMPONENTS INDUCED BY BRACING WIRES. FASTEN TO STRUCTURE ABOVE. 12 G.A. VERT. HANGER WIRE 0 4'-0' O.C. BOTH WAYS LATERAL FORCE BRACING 4 EA. 12 GA. IRE SECURED TO MAIN RUNNER WITHIN 2' OF CROSS TE INTERSECTION & SPLAYED 90' FROM E.A. OTHER 12'-0' O.C. IN BOTH DIRECTIONS W/FIRST POINT WITHIN 4'-0" FROM EA. WALL MAIN RUNNER CROSS TEE SUSPENDED CEILING BRACING 3" = 1'-0" 04-067A73 REFER TO WALL SCHEDULE PLAN AT NON -RATED WALL 00< 00< 00< 0 0 0 m o Q w i zLn WALL TYPE PER PLANS. METAL WALL PANEL PER METAL BUILDING SUPPLIER PARITALLY RECESSED FIRE EXTINGUISHER CABINET ELEVATION T.O. EXTINGUISHER +60 A.F.F. MAXIMUM (40 lb. MAX. WEIGHT) FIRE EXTINGUISHER & CABINET , BY JANUS * LOCATE PER EGRESS PLAN, VERIFY w/ FIRE MARSHALL FIRE EXTINGUISHER CABINET SCALE: 1 1/2" = 1'-0" FA] I HEAD (JAMB SIM.) THRESHOLD BB an v• i colo-C 3" — 1'-0" 5/8" GYPSUM BD. EA. SIDE MTL STUD WALL. SEE PLAN FOR SIZE (DOUBLE STUD AT JAMBS). HOLLOW METAL FRAME (WRAP AROUND GYP. BD.) OR WOOD FRAME. REFER TO SCHEDULE. SOLID CORE WOOD OR HOLLOW METAL DOOR PER SCHEDULE. DOOR UNDERCUT 3/8" AT HARD SURFACE. FINISH FLOOR 09-015A22 MAXIMUM RECOMMENDED LENGTHS FOR VERTICAL COMPRESSION STRUTS EMT CONDUIT 1/2' EMT CONDUIT UP TO 5 10' 3/4" EMT CONDUIT UP TO i 8' 1" EMT CONDUIT UP TO 9' 9' METAL STUDS SINGLE 1-5/8' x 33 MIL STUD UP TO 12' 0' BACK-TO-BACK 1-5/8' x 33 MIL STUDS UP TO 15' 0' SINGLE 2-1/2' x 33 MIL STUD UP TO 13' 6' BACK-TO-BACK 2-1/2' x 18 MIL STUDS UP TO 15' 0" NOTE: PLENUM AREAS GREATER THAN 15 T HIGH WILL REQUIRE ENGINEERING CALCULATIONS FOR COMPRESSION STRUTS 12 GA. VERT. WIRE (TYP.) 3 TURNS MIN. (TYP.) MAIN RUNNER OR CR TEE PROVIDE 3/4' SPACE @ OPP. WALL ACOUS TILE 2' PERIMETER WALL Imm, ATTACH MEMBERS PERIMETER & TWO ADJ. WALLS ONLY. 8" MAX H.M. DOOR BASE 3" = 1'-0" 12 GA. LATERAL SUPPORT WIRE WITHIN 3' OF EACH CORNER OF LIGHT FIXTURE. SPLAY WRES AS SHOWN AND FASTEN TO BEAM OR PURLIN. MIN. OF 3 WIRE_TURNS EA. CONNECTION POINT. 12 GA. FIXTURE SUPPORT WIRES AT CENTER ENDS OF EA. FIXTU� FIXTURE SUPPORT WIRE SUPPLIED BY CEILING CONTRACTOR. UUUK THERSTRIP :SHOLD LANDING W/ EXP. JT. TERIOR ATTACHED 2" WALL MOULDING 04-06A73 J 3" = 1'-0" 60' MAX TYP. V45* 45' RECESSED FLUORESCENT FIXTURE CROSS TIE MAIN STRUCTURAL RUNNER 4'-0' O.C. TYP. LIGHT FIXTURE BRACING 3" = 1'-0" 04-067A73 ARMSTRONG CROSS TEE 08-116A72 POP -RIVET THIS SIDE ONLY —FACIA MOLDING PER MANUFACTURER CHANNEL MOLDING SEISMIC SEPARATION JOINT N.T.S. ARMSTRONG 14 MAIN BEAM MIN. 2" MIN. 3/4" AT UN -ATTACHED WALLS STRONG I BEAM ARMSTRONG CROSS TEE MIN. 2" MIN. 3/4" AT UN -ATTACHED WALLS SUSP. CLNG COMPRESSION STRUT 3" = 1'-0" 04-067A73 ARMSTRONG ANGLE MOLDING ARMSTRONG STABILIZER BAR, OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS FROM SPREADING APART. ARMSTRONG MAIN BEAM ARMSTRONG ANGLE MOLDING ARMSTRONG STABILIZER BAR, OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS FROM SPREADING APART. ARMSTRONG CROSS TEE SUSPENDED CLG. DETAIL -SEISMIC 1 v 3" = 1'-0" 04-067A73 . IgEV WED FOR ?ODE COMPLIANCE APPROVED hr. OCT 0 2 2015 City of Tukwila BUILDING DIVISION RECElVlED CITY OF TlYkWILA SEP 0. 3 2015 PERMIT CENTER REGISTERED H ECT 1 DE MAGAIHAES CASTRO OF WASHINGTO14 O N C CNN N`0 N tom" O y c E o oFc�- ° J Uo'SNNa moo vUEoNogca) °ago+ (n •pN N UO -:20-11 U, � 6 0 one ` ono 0 o WE- fn .N. N C N2 pcC Q C T U `O- ` O.3B 216 O.O C c•-N n :En N o = o C O E °�' N c °' a `Dam N U ° N �v O•O �O N•= N oa N o °_ E >_ o .0 o .-: OE -',3 =cE- .c.E � Lp0 CO=c3'O N+L.onU o > N Z O C N N O.0 N C N :S N N C W O > u-> y E ° nb'3 °v o 0 N -� N O O .+ U p N p ONO °O p+ c N O -C � U U 0O"' C C Cy a N N N C W 1 O O O� 7•—d�� o O. O_a�. +�. O O L N `'=L N U L_ N L CU11 U ¢¢¢ z `o 6 m 3Q E RRuo o'a O N C7 E U N ci U 2 U . m 6 2. W c ao cq ocoo•o r-� Ca N U p s— x L � a ca ><Lj C CD W Z cm a) 0 Q E m 1= co L'"D co O �. ooco p Lo N ce) rn co N co o U (o (o w O rn VJ Ia z W z ww W Of U) 111 J w U z Z z06 00 00 U. z m m °d z } ° Q Z J o H W 0 OY F- = z Q --zv� Q U- Z Q Q J � J V- O U. < LL oY ti H REVISIONS NO. DATE BY 0 09/01 /15 CITY A 0 0 0 0 ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 24"x36" SCALE: AS NOTED PLOT DATE: 07-27-2015 CAD FILE: 14-145_A91 JOB NUMBER: 14-145 CHECKED: JCP DRAWN: DYM/JCP STATUS: PERMIT SUBMITTAL REGISTERED RCHITECT TM!M DE CAM DATE OF WASHINGTON 1,-oll M/A43 r-AIAi�i INCH FLAN A801 SCALE:3/4" = 1'-0" PROJECTION SCREEN CONTINUOUS PLYWOOD FRAMING CONTINUOUS LED BACKLIGHT GYP. BD. TAPED 4 - BEDDED (PAINT EGGSHELL WHITE) NOTE: THIS SMALL CONTINUOUS CURTAIN WALL IS TO BE ADDED TO UPPER CURTAIN WALL AFTER PINSETTERS HAVE BEEN INSTALLED - TAPE, BED, 4 PAINT ENTIRE CURTAIN WALL UPON COMPLETION. SEAL JOINT - NO LIGHT PENETRATION IS ALLOWED - CLIP AS REQUIRED BY CODE. BOWLING LANES BY VENDOR -- -- ------ BOWL ING -------------- AREA EL_0'-0" -- -- --- EXIST. FL. SLAB MASONITE SKIRT (PTD BLACK) ON 3 5/6" MTL. STUD FRAMING a V' O.C. CONT TO KICKBACK FIRE -RATED GYP BD. FIRE BLOCKING BY G.G. (TYP.) 2x4 BLOCKING BY GC (TYP.) WOOD FOUNDATION I -JOIST BY BRUNSWICK 2'-0" (TYP.) CONT. FIRE SEALANT 6 ALL SIDES OF GWB, HILTI CP136 OR APPROVED EQ. , FLOOR FINISH AND BASE BY G.G. WOOD FOUNDATION I -JOIST BY 5RUNSW I CK BALL RETURN (ON ISOLATION PADS ON EXIST. SLAB) BY BRUNSWICK X6" LAMINATE LANE SUWACE BY — BRUNSWICK 11/2" UNDERLAYMENT BY BRUNSWICK LEVELING SHIMS ON ISOLATION PADS BY BRUNSWICK. a I�A1�I INS �Ct I e�N A801 SCALE: 3/4" = 1'-0" G.C. TO PAINT EXPOSED SIDE OF GUTTER (GRAY) WHEN NON -BOWLING FLOOR FRAMING IS ADJACENT Na" FIRE -RATED GYP. BC BY G.G. 2x4 FIRE BLOCKING (TYF BY G.G. WOOD FOUNDATION I-JOI BY BRUNSWICK DRYWALL BOTH SIDES W/ INSULATION TO CEILING CURTIAN ROD 4 BLACK CURTAIN (REF.: A/Al.l FOR LOCATION 4 OPENING HEIGHTS) CLIP TRACKS TOGETHER AS REQ'D BY CODE. �8OSCALE: 1/2" = I'-0" FLOOR FINISH BY G.G. G.C. TO PAINT EXPOSED SIDE OF GUTTER (GRAY) WHEN NON -BOWLING FLOOR FRAMING IS ADJACENT BALL RETURN (ON SLAB) BY BRUNSWICK 3f6" LAMINATE LANE SURFACE BY BRUNSWICK TYPICAL INFILL CONDITION BY BRUNSWICK 2x4 FIRE BLOCKING (TYP.) BY G.G. No" FIRE -RATED GYP. BD. BY G.G. PINSETTER SYSTEM 4'-4 1/2" (HOLD) FIRE BLOCKING AT OPENINGS BY G.C. (TYP.) NOTE: CONTRACTOR/VENDOR TO SEAL ANY GAPS/OPENINGS AROUND PERIMETER OF GYP. BD. WITH SEALANT APPROVED BY AHJ OR EQUAL TO HILTI CP13ro "FIRE BLOCKER" 'FIRE -RATED GYP. BD. BY G.G. 1IERAL WOOL FIRE SAFING PACKED VOID BENEATH JOIST FRAMING BY DNT. FIRE SEALANT a ALL SIDES GWB, HILTI CPI3h OR APPROVED EQ. LANE 4 BOWLING EQUIPMENT BY BRUNSWICK FIRE BLOCKING BY G.G. G.G. TO SUPPLY AND INSTALL A 4" WIDE STAINLESS STEEL THRESHOLD - CONTINUOUS SMOOTH STYLE BY PEMCO MODEL 01- 5SS - COUNTERSINK HOLES IT loll O.G. - OFFSET TO ONE SIDE OF THE THRESHOLD EDGE PER G.G. INSTRUCTIONS, JNTS TO ALIGN W/ CENTER OF BALL RETURNS ka" FIRE-i AT5D GYP. BD. FIRE BLOCKING BY G.G. FIRE -RATED GYP. BD. FIRE BLOCKING BY G.C. 0 7u 2x4 BLOCKING BY G.G. ' BRUNSWICK TO SUPPLY AND INSTALL ISOLATION PADS (MNFR: MASON SPEC: SUPER W ISOLATION PADS) UNDER ALL BOWLING EQUIPMENT/ LANE FRAMING TO COMPLETELY ISOLATE IT FROM TOUCHING THE EXISTING CONCRETE SLAB DWRE 5L0C<NCx DETAIL A801 SCALE:3/4" = I'-0" ALL WORK BY GC 2 LAYERS J" STRUCT-I (4%4) SHEATHING DECK SCREWED TO JOIST FRAMING BY GC i BLOCKING AS NEEDED �TO LEVEL FLOOR BY G 2x4 BLOCKING BY G.G. BRUNSWICK TO SUPPLY AND INSTALL ISOLATION PADS (MNFR: MASON SPEC: SUPER W ISOLATION PADS) UNDER ALL BOWLING EQUIPMENT/ LANE FRAMING TO COMPLETELYISOLATE IT FROM /� CONCRETE SLAB COUGHING THE EXISTING 5 AI INS DETAIL L A801 SCALE:3/4" = 1'-0" W' O UIO tai wl ELEV. (+) I'-5 1/4" TOP OF LANES GYP. BD. (PAINT) RUBBER BASE ELEV. (+) 0'-0" s. MAIN FLOOR LEVEL TREATED WOOD BLOCKING GYP. BOARD ON METAL STUDS (PAINT) 6° LED CONTINUOUS LIGHTING lx2 CLEAT - CONTINUOUS r" PLYWOOD BLOCKING - CONTINUOUS PAINT WHITE I" ALUMINUM FRAME TUBING 2" BINDING W/SNAPS PICTURE SURFACE H PRojrmcnoN scRraraN ill IOuNT A801 SCALE: 1" = 1'-0" WOOD FOUNDATION I -JOIST At 2'-0" O.C. SUPPLIED 4 INSTALLED BY BRUNSWICK DATE STAMP: DESCRIPTION COPYRIGHT © 2015 FITZGERALD ASSOCIATES ARCHITECTS ALL RIGHtg SceBEIRvED JOB NUMBER: 0000 DRAWN BY: CHECKED BY: SHEET TffLE: DETAILS w ,.- F. x'� >i a - _. ��>-"�`��,.-, . ,�-,,,-.>, >...,; _,e<,. ,s..-:,..:-r.._. �� .<._ _. � - -,tea �,:�.:....,r: ;�'..::.v",�--"�=,�,_�`.�` .o . _ _ .. a ..�.-�., . , ,.. x ,:� �-., �r r' _re. '� � . �. "� - >z.. �-� � .,,..-,-.. A-=C GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION. 1. DESCRIPTION Building Name & Site Location- FAMILY FUN CENTER, Tukwila, WA Metal Building Supplier's Name - Butler Manufacturing Company 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) - 2012 International Building Code (IBC) Other documents referenced by these notes shall be the specific edition referenced by the building code specified above, or if not specified, shall be the latest edition. 3. DESIGN LOADS a. I. Roof Live Load 20 psf 11. Slab Live Load 250 psf (slab on grade) III. Mezzanine Live Load 100 psf at mezzanine, unless otherwise noted on framing plans. b. Snow Load Basic ground snow load - Pg = 25 psf Basic roof snow load - Pf = 25 psf fDImportance factor - IS = 1.0, snow exposure factor - Ce =1.0 Drifting snow (is/is not) required in the design. c. Seismic Ss = 1.452, S1 = 0.542, le = 1.25, Site Class "E", SDS = 0.871, SD1 = 0.867 Risk Category III Seismic Design Category = D Basic Seismic Force Resisting System(s) = Braced Frames B3 CS = 0.298, R = 3.25 Equivalent lateral force procedure was used. Mech. & Refrigeration unit loads will be picked up at the point of the units and transferred into the lateral system. Sprinkler lines will be braced to top of girders or top chord of steel truss, by the sprinkler contractor. d. Wind Load Basic wind speed (3 sec. gust) VULT =115 mph, VASD = 91 mph Risk Category III A Exposure B. Kzt = 1.0 IBC Load Cases per sec. 1605.2.1 or 1605.3.1 only Kd = 0.85 Importance factor 1.0. e. Collateral Load Per MBS drawings and calculations. f. Dead loads Weight of structure. 48 psf for mezzanine DL. g. Special Loads The following special loads are to be considered: Mechanical equipment on roof. Sprinkler lines, canopy & other reactions as noted on structural drawings. i. Load Combinations All Code required load combinations are to be used in the building design. Column reactions from these load combinations are to be given to the foundation engineer. j. Lateral building drift at all points is to be limited to values on plans. 4. VERIFICATION Butler Mfg. is to verify all design information listed above and notify Engineers Northwest of any discrepancies prior to metal building design. OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHOOB-AS WELL. AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION & SLABS THE FOUNDATION WAS DESIGNED ITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2500PSF, IN ACCORDANCE WITH SOILS REPORT NO. 5925-008- 0 DATED APRIL 21, 2015 PREPARED BY GEO ENGINEERS, INC. THE SITE SHALL REP D P Sol NGI ER RECOMMENDATIONS. ALL FOOTINGS AND SLABS SHALL BEAR SOLELY ON MATERIAL PREPARED PER SOILS REPORT. ALL ENGINEERED FILL AND BACKFILL TO BE COMPACTED PER SOILS ENGINEER RECOMMENDATIONS. THE MAXIMUM DENSITY SHALL BE DETERMINED BY SOILS ENGINEER. ALL EXTERIOR FOOTINGS TO BE FOUNDED 48" MIN. BELOW FINAL GRADE. A COEFFICIENT OF FRICTION OF 0.36 BELOW FOOTINGS AND PASSIVE RESISTANCE OF 188 PCF. FOR CANTILEVERED RETAINING WALLS WITH LEVEL BACK FILL USE AN ACTIVE PRESSURE OF 63 PCF (USE NON -EXPANSIVE GRANULAR BACK FILL PER SOILS REPORT) AND A 250 PSF SURCHARGE WHERE TRUCK TRAFFIC CAN OCCUR. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE LK AND LAB H ON SOILS P PER AND UNDERLAYMENT. ALL EXTERIOR SIDEWALK INTERIORS S SHALL BEAR PREPARED P APPROVED BY SOILS ENGINEER AND HAVE AN ALLOWABLE BEARING CAPACITY OF AT LEAST 1000 PSF. CONCRETE F'c=4000 PSI. @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE SLABS. F'c=3000 PSI. @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL OTHER. USE TYPE 1/11 CEMENT. FOR SPECIAL CONDITIONS ANOTHER TYPE CEMENT MAY BE REQUIRED. SUBMIT FOR APPROVAL. ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE 318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS ARE USED) WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, SEE SPECIFICATIONS. MAXIMUM WATER/CEMENT RATIO = 0.49. 3/4" CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL BE USED. AIR ENTRAIN ALL HORIZONTAL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR BY VOLUME. LIMIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WHERE SOILS "WATER SOLUBLE SULFATE EXCEEDS 0.20 PERCENT BY WT. ADD NO WATER TO CONCRETE AT SITE, IF INCREASED WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A MIX DESIGN THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED AMOUNT OF SUPER -PLASTICIZER AT THE CONCRETE PLANT. DO NOT USE FLY ASH OR OTHER, NON-PORTLAND CEMENT, CEMENTUOUS MATERIALS IN CONCRETE FOR THIS PROJECT. ACI 306R IS TO BE FOLLOWED FOR COLD WEATHER CONCRETING. THE TESTING LAB MUST APPROVE THE CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY THEIR APPROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. TESTING LAB TO NOTIFY THE ARCHITECT IMMEDIATELY BY FAX AND PHONE OF ANY NONCOMPLIANCE. REINFORCING STEEL ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60 (fy=60,000 psi) LAP CONTINUOUS REINFORCING BARS 44 BAR DIAMETERS, V-10" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1'-10" BEND) TO BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS. COVER TO MAIN REINFORCEMENT TO BE: BOTTOM OF FOOTINGS 3 INCHES FORMED SURFACES WEATHER & EARTH FACE 1-1/2 INCHES FORMED SURFACES INTERIOR FACE 3/4 INCHES SHOULD THE REINFORCING SUPPLIER AND/OR DETAILER CHOOSE TO USE SOFT METRIC, EACH AND EVERY REBAR CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE FIRST THUS: "#4413" NO EXCEPTIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY THAT ALL CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE IMPERIAL. REINFORCING STEEL WELDING USE ASTM A706 GRADE 60 (fy = 60,000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI/AWS D1.4-92, "STRUCTURAL WELDING CODE - REINFORCING STEEL". USE E80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI/AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO.7 THROUGH NO.11 BARS. DO NOT WELD NO. 14 AND NO.18 BARS. DO NOT WELD WITHIN O P1 O OT QUENCH. USE CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. NO SUBSTITUTION FOR ASTM A706 SHOWED FOR REBAR WELDING. A 1 S U T I NO SUBSTITUTION FOR ASTM A706 ALLOWED FOR REBAR WELDING. ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE".. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI) OTHER SHAPES AND PLATES ASTM A-36 (Fy=36,000 PSI) TUBE COLUMNS ASTM A-500, GRADE B (Fy=46,000 PSI) WELDED HEADED STUDS ASTM A-29 (Fy=55,000 PSI) ALL -THREAD ASTM F1554, GRADE 36 (Fy=36,000 PSI) MACHINE BOLTS ASTM A-307 HIGH STRENGTH BOLTS ASTM A-325N (U.N.O.) ALL STRUCTURAL STEEL BOLTED CONNECTIONS AT MECHANICAL PLATFORMS ARE ASTM A-325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED "SNUG TIGHT" ONLY EXCEPT AT FRAMES. AT MECHANICAL PLATFORM FRAMES PROVIDE A325SC SLIP CRITICAL BOLTS AT CONNECTIONS PER SECTIONS 1/S2.3 AND 4/S2.3. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A-325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON DRAWINGS. ALL WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING CONSTRUCTION". WELDS NOT SPECIFIED SHALL BE 1/4", CONTINUOUS FILLET MINIMUM. ALL WELDS BY CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED METAL -ARC WELDING OR EQUAL ELECTRODES. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ALL WELDS AT THE MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM (ALL DRAG AND MOMENT CONNECTIONS) SHALL BE MADE WITH FILLER METAL PRODUCING WELDS WITH MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT -POUND AT 0 DEGREES F, PER IBC SECTION 2205.2.2 AND AISC 341-10, SECTION A-3.4. PRE-ENGINEERED METAL BUILDING SYSTEM PROJECT DEFINITION: THE METAL BUILDING SUPPLIER (M.B.S.) IS TO PROVIDE AND INSTALL ALL MEMBERS TO CARRY AND DISTRIBUTE VERTICAL AND LATERAL LOADS TO THE FOUNDATION. PREREQUISITE TO FABRICATION: THE M.B.S. IS TO PROVIDE ENW A LAYOUT DRAWING SHOWING MAXIMUM DOWNWARD, UPLIFT AND LATERAL LOADS USING CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR TO THE CASTING OF ANY FOOTING, IN ORDER TO ADJUST FOOTING SIZES IF NECESSARY TO ACCOMMODATE THE ACTUAL BUILDING LOADS. SEE "SPRINKLER SUPPORT NOTES" FOR SPRINKLER REQUIREMENTS. COORDINATION: THE METAL BUILDING SUPPLIER IS TO PROVIDE ROOF FRAMING PLANS FOR BUILDING DEPARTMENT REVIEW THAT CLEARLY SHOW WHICH JOISTS SUPPORT 3" AND LARGER SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND OTHER CONCENTRATED LOADS. THE LOCATIONS OF THESE LOADS ARE TO BE COORDINATED WITH THE GENERAL AND SPRINKLER CONTRACTORS PRIOR TO SUBMITTAL. NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL DRAWINGS ARE TO OCCUR WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. SEE THE ANCHOR BOLT NOTE ON DRAWING S1.1. FINAL INSPECTION: THE M.B.S. ENGINEER IS TO DO A FINAL INSPECTION OF THEIR STRUCTURE. THE INSPECTION IS TO INCLUDE VERIFICATION THAT THE SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER CONCENTRATED LOADS HAVE BEEN PLACED PER THE CONTRACT DRAWINGS AND THAT THE HANGERS, PLATFORMS AND LATERAL BRACES HAVE BEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORCES WITHOUT OVERSTRESSING THE STRUCTURE. VERIFICATION: WHEN THE BUILDING HAS BEEN COMPLETED, INCLUDING ANY NECESSARY FIXES, THE M.B.S. WILL PROVIDE THE ARCHITECT A LETTER CERTIFYING THAT'THEIR STRUCTURE AS -BUILT COMPLIES WITH THEIR DRAWINGS, THE CODE UNDER WHICH THE BUILDING WAS CONSTRUCTED AND ALL EXTRA REQUIREMENTS INDICATED ON THE CONTRACT DRAWINGS. THE M.B.S. TO ACCOUNT IN THEIR DESIGN FOR THE FOUNDATION SETTLEMENTS REQUIRED SUBMITTALS: SUBMIT CERTIFICATES OF COMPLIANCE FROM THE FABRICATORS OF PREFABRICATED STEEL MEMBERS AND STEEL MEMBERS AND STEEL STRUCTURES INCLUDING MOMENT FRAMES AT THE COMPLETION OF FABRICATION. < SUBMIT WELDING PROCEDURE SPECIFICATIONS VERIFYING THAT THE WELDS AT MEMBERS AND CONNECTIONS OF THE SEISMIC -FORCE -RESISTING SYSTEM ARE MADE WITH FILLER METAL PRODUCING WELDS WITH A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT.-LBF AT 0 DEGREES-F AS DETERMINED BY THE APPLICABLE AWS A5 CLASSIFICATION TEST METHOD. CO C S DOWELS) DRILLED IN EXPANSION ANCHORS: CONCRETE HILTI BOLT TZ PER ESR-1917 CMU HILTI KWIK BOLT 3 PER ESR-1385 ADHESIVE ANCHORS: CONCRETE HILTI HIT-RET500-SD PER ESR-2322 AND HILTI HIT-HY 200-R PER ESR 3187 CMU HILTI HIT-HY 70 PER ESR-2682 UNREINFORCED MASONRY: HILTI HIT HY-70 PER ESR-3342 CAST IN PLACE ANCHORS: CONCRETE EMBED PER IBC TABLE 1908.2 CMU EMBED 7 BOLT DIAMETERS. PROVIDE Y INCH OF GROUT BETWEEN BOLT & CMU. SCREW ANCHORS: CONCRETE HILTI KWIK HUS-EZ (KH-EZ) AND HUS-EZ I (KH-EZ 1) PER ESR-3027 CMU HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3056 ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF INSTALLATION PER ACI 318 - 11 SECTION D.2.2. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL IN CONFORMANCE TO ACI 318 - 11 SECTION D.9.2.2. FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT. SUBSTITUTIONS ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. PROVIDE STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED. ANCHORS RATED FOR DRY INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. PLATFORM FLOOR DECKING FLOOR DECKING TO BE 1-1/2 VERCO TYPE B FORMLOK COMPOSITE DECK, ASTM A446. GRADE A. G-60. MECH RECEIVING, TIRE CENTER PLATFORM AND COOLER PLATFORM (S2.3 AND S2.4) 22 GA. 1=0.175in4, S+=0.187in3, S-=0.198in3 CONNECT TO SUPPORTS WITH 5 PUDDLE WELDS PER SHEET ACROSS EACH SUPPORT & 12" oc @ EDGES PARALLEL TO SPAN U.N.O. ON DETAILS. BUTTON PUNCH SIDLAPS @ 24" oc. AT TYPICAL 4" CONCRETE SLAB, PROVIDE 6X6 W1.4 X W1.4 WWF PLACED AT CENTERLINE OF CONCRETE DEPTH OVER DECK. (SEE SHEETS S2.3 & S2.4). SPRINKLER SUPPORT NOTES 1. THE FOLLOWING CRITERIA IS A MINIMUM LEVEL REQUIRED. THE FIRE PROTECTION DESIGNER/DRAWINGS MAY SET FORTH MORE STRINGENT REQUIREMENTS AT THEIR DISCRETION. REFER TO MBS DRAWINGS FOR THE MAXIMUM LOAD THAT THE ROOF TRUSSES CAN SUPPORT WITH A PARTICULAR TYPE OF HANGER. 2. a. ALL SPRINKLER PIPE LARGER THAN 3" NOMINAL DIAMETER IS TO BE CONSIDERED A "MAIN" FOR THE PURPOSE OF THESE NOTES. b. THE BIDS FOR BOTH THE SPRINKLER & JOISTS ARE TO INCLUDE ALL HANGERS, BRACES, ETC., AND ACCOUNT FOR THE LOADS INDICATED. FIRE PROTECTION DESIGNER IS RESPONSIBLE FOR COORDINATING THEIR DESIGN WITH THE TYPE OF SUPPORTING MEMBERS TO BE USED FOR SUPPORT OF THEIR LINES (I.E. OWJ, TRUSS-PURLINS, GIRDERS, ETC.) 3. a. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY SUPPORTED NO FARTHER APART THAN AT EVERY OTHER JOIST (I.E. 10 FEET). b. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT LOAD BASED ON SUPPORTS AT EVERY OTHER JOIST. 4. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE: a. PLACED MID -WAY BETWEEN TWO JOISTS & BE TRAPEZED SO EACH JOIST SUPPORTS HALF THE LOAD. b. SUPPORTED AT 10'-0" OC MAXIMUM. 5. USE THE FOLLOWINGS WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN: PIPE WT. PER SIZE FOOT VERTICAL JOIST LOAD EXAMPLE: 8" 51# GIVEN: 8" DIAMETER MAW TRUSSES @ V oc 6" 32# FIND: JOIST DESIGN LOAD 5" 24# SOLN: 51#/FT X 10' = 510# 4" 17# ADDN'L PER NFPA #13 = 250# 3-1/2" 14# 760#/HGR ALL HANGERS TO BE DESIGNED, SUPPLIED & INSTALLED BY THE SPRINKLER SUPPLIER. 6. SPRINKLER LATERAL SWAY BRACING, FOR SEISMIC DESIGN CATEGORY C, D, E, F (AT 90 DEGREES TO 2-1/2" NOM. DIA. & LARGER PIPE) TO BE: a. SPACED A MAXIMUM OF 40 FT. OR AS ALLOWED BY N.F.P.A. #13. b. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED & INSTALLED BY THE SPRINKLER SUPPLIER. c. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF WATER FILLED PIPE TIMES THE SWAY BRACE SPACING, PLUS THE WEIGHT OF TRIBUTARY BRANCH LINE WATER FILLED PIPE. d. CROSS MAIN BRACING MUST BE ADEQUATELY FASTENED TO THE MAIN FRAME BEAMS. 7. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR, ARCHITECT, ENW & THE ROOF SUPPLIER WITH LOCATIONS AND DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH THEIR DESIGN LOADS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS, ETC. 8. THE SPRINKLER CONTRACTOR/DESIGNER SHALL SUBMIT: a. PLAN WITH LOCATIONS AND LOADS OF ALL HANGERS. b. DETAILS AND CAPACITIES OF ALL HANGERS USED. 9. THE MBS ROOF DESIGNER TO PROVIDE & INSTALL ADDITIONAL BRACES TO TAKE THE SWAY BRACE LOAD FROM THE SWAY BRACE INTO THE ROOF LATERAL RESISTING SYSTEM. SPECIAL INSPECTIONS INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT. FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS NOTED ABOVE. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND STRENGTH. SPECIAL INSPECTION IS REQUIRED DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE DRAWINGS. CHECK FOR REQUIRED COVER, SIZE, SPACING, LAP AND GRADE. SPECIAL INSPECTION IS REQUIRED DURING THE PLACING OF REINFORCING STEEL. CONC. EXPANSION & MASONRY ANCHORS & DRILLED -IN DOWELS: COPY OF ICC REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT. VERIFY CERTIFICATION OF INSTALLER FOR ADHESIVE ANCHORS. WELDING: SPECIAL INSPECTION IS REQUIRED DURING ALL STRUCTURAL WELDING. INSPECT ALL FIELD WELDING - VERIFY CERTIFICATION OF WELDERS. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECS. PRE-ENGINEERED BUILDING SYSTEM: ENGINEER FOR M.B.S. OR HIS REPRESENTATIVE TO INSPECT FINISHED BUILDING AND PROVIDE A LETTER TO THE ARCHITECT AND BUILDING DEPT. CERTIFYING THAT THE BUILDING AS CONSTRUCTED MEETS BOTH THE CONTRACT DRAWINGS AND BUILDING CODE STRUCTURAL REQUIREMENTS. LETTER TO BE STAMPED & SIGNED BY THE ENGINEER THAT STAMPED M.B.S. DRAWINGS. STEEL: IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: SLIP -CRITICAL (SC) HIGH STRENGTH BOLTED CONNECTIONS. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON-DESTRUCTIVE TESTING IS REQUIRED FOR ALL COMPLETE PENETRATION WELDS - SHOP AND FIELD. MULTIPASS FILLET WELDS. SINGLE -PASS FILLET WELDS GREATER THAN 5/16-INCH. WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. PERIODIC INSPECTION: VERIFY HIGH -STRENGTH BOLT IDENTIFICATION MARKINGS CONFORM TO SPECIFIED ASTM INSTALLATION OF BEARING -TYPE BOLTED CONNECTIONS. SINGLE -PASS FILLET WELDS 5/16-INCH OR LESS.. FLOOR AND ROOF DECK WELDS. zA COLD -FORMED STEEL FRAME WELDING. WELDING OF STAIRS AND RAILINGS. WELDING OF STUDS. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN7A�-706,.WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING CO S EEL JO NTS AND CON ECTtO S FOR OMPLI NCE WITH PLANS. INSPECTION SUBMITTALS 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. SHOP DRAWINGS I FILES OF SHOP D F T U.N.O. BY ARCHITECT) OR ELECTRONIC PDF OP DRAWINGS T ENGINEER SUBMIT 4 SETS O PRINTS ( ) O FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...'. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR REVIEW PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. SEE DETAILS ON DRAWING S5.1 FOR SUPPORTING LOADS FROM ROOF JOISTS. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL FOR PLAN CHECK REGARDING THE DESIGN OF THESE DETAILS, IT IS THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS K KIP (1000 POUNDS) ARCH. ARCHITECT L.W. LONG WAY BAL. BALANCE M.B.S. METAL BLDG SUPPLIER B. OR BOT. BOTTOM N.F. NEAR FACE BTWN. BETWEEN N.T.S. NOT TO SCALE BLDG. BUILDING oc ON CENTER BRG. BEARING O.F. OUTSIDE FACE C.I.P. CAST IN PLACE O.S. OUTSIDE C.J. CONSTRUCTION JOINT O.T.O. OUT TO OUT C.L. CENTERLINE Qn'• QUANTITY CLR. CLEAR REINF. REINFORCING CMU CONCRETE MASONRY UNIT REM. REMAINDER COL. COLUMN R.O. ROUGH OPENING CONC. CONCRETE SECT. SECTIONS C.S.J. CLOSURE STRIP JOINT Sim. SIMILAR EA. EACH S.J SHRINKAGE JOINT E.E. EACH END STL. STEEL E.F. EACH FACE SW SHEARWALL E.J. EXPANSION JOINT SYMM. SYMMETRICAL EL. OR ELEV. ELEVATION T. TOP E.N.W. OR ENW ENGINEERS NORTHWEST T.O.B. TOP OF BEAM EQ. EQUAL T.O.F. TOP OF FOOTING E.S. EACH SIDE T.O.S. TOP OF STEEL E.W. EACH WAY TOP OF SLAB F.O.C. FACE OF CONCRETE T.O.W. TOP OF WALL F.O.S. FACE OF STUD TYP. TYPICAL F.O.W. FACE OF WALL U.N.O. UNLESS NOTED OTHERWISE FTG. FOOTING V.E.F. VERTICAL EACH FACE GA. GAGE VERT. VERTICAL GALV. HOT DIP GALVANIZED V.F.F. VERTICAL FAR FACE G.W.B. GYPSUM WALL BOARD VFY VERIFY H. OR HORIZ. HORIZONTAL V.I.F. VERTICAL INSIDE FACE I.B.C. INTERNATIONAL BUILDING CODE V.N.F. VERTICAL NEAR FACE I.C.C. INTERNATIONAL CODE COUNCIL V.N.F. VERTICAL OUTSIDE FACE LF INSIDE FACE w/ WITH INC. INCLUDING w/o WITH OUT W.H.S. WELD HEAD STUD @ CL AT CENTER LINE MAXIMUM SPACING & LOCATION PER FDN. PLAN t/4 x 1/8" SOFT -CUT JOINT SLAB PER PLAN USE P.N.A. PD3 BASKET ASSEMBLY OR APPROVED EQUAL, w/DOWELS @ 26"oc MAX. BASKET SHOULD BE MANUFACTURED TO HOLD PLATES AT t 1/4" OF SLAB CTR. O<DO 00 0 > <>00 0� o �00 0� 0 0000o 00 NOTE: o 0000o 00 III-1 1 1- -I I I -I I 1.) SEE ARCH. DTLS. FOR SPECIAL JOINT FINISH. -I I I -I III=1 11= 2.) SOIL SUBGRADE PER SOILS REPORT. 1=1 11= 3.) USE OF OTHER JOINT SYSTEMS NOT ALLOWED. SHRINKAGE JOINT S.J. (N/A FOR DUCTILCRETE SLABS) 3/4" = 1'-0" MAXIMUM SPACING & P.N.A. DIAMOND DOWEL OR APPROVED LOCATION PER FDN. EQUAL, @ 24"oc MAX. LOCATE t 1/8" PLAN OF MID. POINT OF SLAB. MOVE REBAR SLAB PER PLAN i IF NEEDED. HOLD 12" FROM PERPENDICULAR JOINTS ' a a•\��� p a p r p 000 0 0- °o 0 0 � 0 00000� ia0 NOTE: o Io0000�oo III I I -I I 1.) SEE ARCH. DTLS. FOR SPECIAL JOINT FINISH. -III-I III=1 11= 2.) SOIL SUBGRADE PER SOILS REPORT. 1=1 11= 3.) USE OF OTHER JOINT SYSTEMS NOT ALLOWED. CONSTRUCTION JOINT (C.J. (N/A FOR DUCTILCRETE SLABS) 3/4" = V-0" REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: .19 Structural Provisions of the International Building Code ❑ Non -Structural Provisions of the International Building Code ❑ (khcrs: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements suhtcct w the requirements and interpretations of the governing authoritc- This review does not relieve the Architect and Engineers of Rccord of the responsibility for a complete design in. accordance with the laws ol• the governing jurisdiction and the State of Washington. Jurisdiction crTy o!- f ✓KW!cA By fi. xy Date 2 REID MIDDLETON, INC. Code Review Consultant SHEET INDEX SHEET NUMBER SHEET TITLE SO.1 GENERAL NOTES S0.2 SPECIAL INSPECTIONS S1.1 FOUNDATON PLAN S1.1J SLAB JOINTS PLACEMENT PLAN S1.2 PARTIAL 2ND FLOOR FRAMING PLAN S2.1 FOUNDATION SECTIONS S3.1 FLOOR FRAMING SECTIONS W O Z ICE VIED FOR QDE COMPLIANCE APPROVED 0 OCT 0 2 2015 Oily of Tukwila UILDING DIVISION coo v� a -coo $Ea9,26.2 a0 CL c �O++O a°o So23CLIn C CL9CcCc o E m a c8,c rn�m �1;g�$amg � = a o m �E E M m m d.✓ C go.- av �00 �� .50cIZ 8_m ®To N � v 0 Evai 363:50�^ v mCL-0 T W O Im, w C: C-1 O"M EO N co 8 Fi C) a U °'rn'UT.)o W W1 c co 45 rA oca - o F__4 CM-= 8 �„� 131111=W:c to C N 0 m x a) to s= a U = cc cu 0 m � LL Z -dCoc. oo E20 E r) co N oo 00 111) .. N p� � �- co a H co u� w a. Co R C I- Z co rn CO LU N � co N N N O a) O Z wLLo'8 N z Ln m >p B ¢ rn °' ah C v^ar l- N E r to W a�i a -4, J, �I n r v / 0 Z O 1 Z W W ZWW Wow _I Z Z 00 ao J 00 - m } Z U. � Q OF- n W (9 `,/ Z Of W Z f V W Q ® Z =U ® ILL Z - LL o Y tee.■ ILLti F_ REVISIONS NO. DATE BY A 09-08-15 CITY COMMENTS 0 09-15-15 CITY COMMENTS 0 0 A ISSUE DATES DESIGN APPROVAL PERMIT SUBMITTAL-07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 30"x42' SCALE: PLOT DATE: 07-27-2015 CAD FILE: JOB NUMBER: 98088004 CHECKED: M. NAZARENUS DRAWN: L. MARTINEZ STATUS: PERMIT SUBMITTAL SO'l 2012 IBC TABLE 1705.2.2 REQUIRED VERIFICATION & INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFRENCED STANDARD 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. _ -- X APPLICABLE ASTM MATERIAL STANDARDS b. MANUFACTURER'S CERTIFIED TEST REPORTS. ---- X 2. INSPECTION OF WELDING: a. COLD -FORMED STEEL DECK: 1.) FLOOR AND ROOF DECK WELDS. --- X AWS 131.3 b. REINFORCING STEEL: 1.) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706. _-_ X AWS D ACI 318:8: SECTION 3.5.2 2.) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT. X --_ 3.) SHEAR REINFORCEMENT. X ----- 4.) OTHER REINFORCING STEEL. ----- X 2012 IBC TABLE 1705.3 REQUIRED VERIFICATION & INSPECTION OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFRENCED STANDARD IBC REFRENCE 1. INSPECTION OF REINFORCING STEEL, INCLUDING _-_ X ACI 318: 3.5, 7.1-7.7 1910.4 PRESTRESSING TENDONS, AND PLACEMENT. T I ON A 1.4 A CORD NCE H TAB E 1705. , ITEM b. """"" - - ACI 318: 3.5.2 3. INSPECT BOLTS AND HEADED STUDS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING ACI 318: 8.1.3., 21.1.8 1908.5 PLACEMENT OF CONCRETE WHERE ALLOWABLE X 1909.1 LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED. 4. INSPECTION OF ANCHORS BOLTS AND REINFORCING X ACI 318: 3.8.6, INSTALLED IN HARDENED CONCRETE MEMBERS. _____ ACI 318:8.1.3, 21.1.8 1909.1 5. V IFYI USE REQ ED D IGN - ACI 31 : CH. 4 1904.2, 1 , 1910.3 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, ASTM C 172 PERFORM SLUMP AND AIR CONTENT TESTS, AND X _-_"- ASTM C 31 1910.10 DETERMINE THE TEMPERATURE OF THE CONCRETE. ACI 318: 5.6, 5.8 T. INSPECTION OF CONCRETE AND SHOTCRETE 1910.6 PLACEMENT FOR PROPER APPLICATION X ----- ACI 318: 5.9, 5.10 1910.7 TECHNIQUES. 1910.8 8. INSPECTION FOR MAINTENANCE OF SPECIFIED ----- X ACI 318: 5.11-5.13 1910.9 CURING TEMPERATURE AND TECHNIQUES. 9. INSPECTION OF PRESTRESSED CONCRETE: a. APPLICATION OF PRESTRESSING FORCES. X ---- ACI 318: 18.20 b. GROUTING OF BONDED PRESTRESSING TENDONS X ----- ACI 318: 18.18.4 IN THE SEISMIC -FORCE -RESISTING SYSTEM. 10. ERECTION OF PRECAST CONCRETE MEMBERS. ----- X ACI 318: CH. 16 ----- 11. VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST -TENSIONED CONCRETE AND PRIOR TO --- X ACI 318: 6.2 ---- REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING ----- X ACI 318: 6.1.1 ----- FORMED. 2012 IBC TABLE 1705.6 REQUIRED VERIFICATION & INSPECTION OF SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODIC DURING TASK LISTED 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE ---- X THE DESIGN BEARING CAPACITY. 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED --- X PROPER MATERIAL. 3. PERFORM CLASSIFICATION AND TESTING -_- X OF COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES X DURING PLACEMENT AND COMPACTION OF ---- COMPACTED FILL. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY ---- X THAT SITE HAS BEEN PREPARED PROPERLY. FAI C 2012 IBC REQUIRED VERIFICATION & INSPECTION OF STEEL CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED SRANDARD 1. MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS, NUTS AND WASHERS: a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. X AISC 360, SECTION A3.3 AND APPLICABLE ASTM MATERIAL STANDARDS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED ----- X ----- 2. INSPECTION OF HIGH -STRENGTH BOLTING: a. SNUG -TIGHT JOINTS. ----- X AISC 360, SECTION M2.5 b. PRETENSIONED AND SLIP -CRITICAL JOINTS USING TURN -OF -NUT WITH MATCHMARKING, TWIST -OFF BOLT OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION. ---- X c. PRETENSIONED AND SLIP -CRITICAL JOINTS USING TURN -OF -NUT WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS OF TESTING. X ----- 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL: AND COLD -FORMED STEEL DECK: a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360. _____ X AISC 360, SECTION M5.5 b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. ----- X APPLICABLE ASTM MATERIAL STANDARDS c. MANUFACTURERS CERTIFIED TEST REPORTS. ----- X 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS. ----- X AISC 360, SECTION A3.5 AND APPLICABLE AWS A5 DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED 5. INSPECTION OF WELDING: a. STRUCTURAL STEEL AND COLD -FORMED STEEL DECK: 1.) COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS X ---- AWS D1.1 2.) MULTIPASS FILLET WELDS X ----- 3.) SINGLE -PASS FILLET WELDS > 5/16" X ----- 4.) PLUG AND SLOT WELDS X ---- 5.) SINGLE -PASS FILLET WELDS < 5/16" ----- X D . 7.) THREADED ROD WELDING ---- X b EINF CING EEL: - AWS 131.4 ACI 318.3.5.2 1.) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706. X 2.) REINFORCING STEEL -RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. X ---- 3.) SHEAR REINFORCEMENT. X ----- 4.) OTHER REINFORCING STEEL. ---- X 6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE a. DETAILS SUCH AS BRACING AND STIFFENING. ---- X b. MEMBER LOCATIONS. ----- X c. A PLICA ON OF JOINT D TAILS T EACH CONN CTION. --- X 7. FABRICATION STRUCTURAL STEEL, OTHER THAN PREFABRICATED STEEL ----- X IBC 1704.2.5 8. INSTALLATION OF STRUCTURAL STEEL ----- X IBC 1705.2, AISC 360-10-N5 9. INSTALLATION OF HEADED STUDS ----- X IBC 1705 10. INSTALLATION OF FASTENING OF PREFABRICATED STEEL STRUCTURE ---- X IBC 1704.2.5, 1705.2 Al 2012 IBC LEVEL B REQUIRED VERIFICATION & INSPECTION OF MASONRY CONSTRUCTION MINIMUM TESTS VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT VERIFICATION OF f.AND fAAcIN ACCORDANCE WITH SPECIFICATION ARTICLE 1AB PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICLLY EXEMPTED BY THIS CODE MINIMUM INSPECTION FREQUENCY OF INSPECTION _F REFERENCE FOR CRITERIA INSPECTION TASK CONTINUOUS PERIODIC TNS 402/ACI 530/ TNS 602/ACI 530.1/ ASCE 5 ASCE 6 1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS ----- X ----- ART. 1.5 2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: a. PROPORTIONS OF SITE -PREPARED MORTAR. ---- X ----- ART. 2.1, 2.6A b. CONSTRUCTION OF MORTAR JOINTS. ---- X ----- ART. 3.313; c. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES. --- X ----- ART. 2.4B, 2.4H d. LOCATION OF REINFORCEMENT, CONNECTORS, PRESTRESSING TENDONS --- X ART. 3.4, 3.6A AND ANCHORAGES. e. PRESTRESSING TECHNIQUE. -- X ----- ART. 3.6B f. PROPERTIES OF THIN -BED MORTAR FOR AAC MASONRY X FOR FIRST X 50 ER FIRST I ART. 2.1 C 3. PRIOR TO GROUTING VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: a. GROUT SPACE ----- X ---- ART. 3.2D, 3.2F b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS, AND X SEC. 1.16 ART. 2.4, 3.4 PRESTRESSING TENDONS AND ANCHORAGES. c. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING ----- X SEC. 1.16 ART. 3.2E, 3.4, 3.6A TENDONS AND ANCHORAGES d. PROPORTIONS OF SITE -PREPARED GROUT AND PRESTRESSING GROUT ----- X ART. 2.6B, 2.4G.1.b FOR BONDED TENDONS. e. CONSTRUCTION OF MORTAR JOINTS ---- X ART. 3.3B 4. VERIFY DURING CONSTRUCTION: a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS ----- X ART. 3.3F b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHERS SEC. 1.16.4.3, DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, -"- X 1.17.1 FRAMES, OR OTHER CONSTRUCTION c. WELDING OF REINFORCEMENT X _____ SEC. 2.1.7.7.2, 3.3.3.4(c), 8.3.3.4(b) d. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 40°F (4.4°C)) OR HOT WEATHER ----- X ----- ART.1.8C, 1.8D (TEMPERATURE ABOVE 90°F (32.2°C)) e. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE. X ---- ART. 3.6B f. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS X ----- ---- ART. 3.5, 3.6C IS IN COMPLIANCE. g. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN -BED FOR FIRST X AFTER FIRST X ART. 3.3B.8 MORTAR JOINTS 5000ft2 5000ft2 5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, ART. 1.413.2.a.3, AND/OR PRISMS -_--' X 1.4B.2.b.3, 1.4B.2.c.3, 1.4B.3, 1.4B.4 DEFERRED SUBMITTALS STRUCTURAL COMPONENTS ITEM REVIEWED BY AOR FOR STEEL STAIRS X NOTES: 1.) ALL CALCULATIONS PROVIDED SHALL MUST BEAR THE SEAL & SIGNATURE OF A REGISTERED ENGINEER LICENSED IN THE PROJECT STATE. 2.) DEFERRED SUBMITTAL ITEMS SHALL NOT BE OTHERWISE CONSTRUCTED IN PLACE WITHOUT HAVING THE PLANS OR SHOP DRAWINGS REVIEWED AND APPROVED BY THE FOR AND THE BUILDING OFFICIAL. L® �u���� REID fV'IDDLETON, INC. z 0 W 0.. z Lu 12. Q U co ci pL« - O 0 pt p Ot �.+.rs .«. aoo 9Q Egopen n pj ,„° yaa - c o-EE« p'a� o EE$ Tao- Q�cpp n�c'3 rao,�$ m A--0 c �c� °oaoo,$ o o Ems a co��3 „ .0 tj 9.0 E C 9 $ to �- o � p �^p zi ; :57 © obw wt:booaoo'r a 5 S E c U !`d<�z$-aE3<EccL OC. o N M N O M EE: 0 (-� U d U mrnLO tS$ c� W can o ccoo A.2 Ei u 5' i V 0 L co x o ca c zL c' a=) o o coo, E 20 E M Q � N o co 00 sue- N p, cco co o I� a U co w a I- c �� t- z ai rn U) W N N RL Is d N O z 54 �'"8 t!? Z cLo c >~ mm�' C E^a, L Lo v W rn a. J W I D v 0 0 1 z Z W <( c/) W L W Of Wr co LLI U J Z o J o J m o Q 0 W ��' 0U. D- z >_ [� W Lu = F U W Q �.-z�s >_�g 0 � oY LL < <LL ti H REVISIONS NO. DATE BY U 09-08-15 CITY COMMENTS Q 09-15-15 CITY COMMENTS A A A A ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL-07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 30"x42" SCALE: PLOT DATE: 07-27-2015 CAD FILE: JOB NUMBER: 98088004 CHECKED: M. NAZARENUS `,DRAWN: L. MARTINEZ STATUS: PERMIT SUBMITTAL SO.2 Y.1 6.5 6 5.5 5 4.5 4 3 2 1 XO.5 y y 122'-7" 1'-81/2° 2'-0" 7'-2" 16'-4" 11'-0" 14'-0" 25'-0" 25'-0" 21'-7" v, . . ' ' ' •' °', UJ A, ' � ice- 3 2A � � 1 p 1 2 4 ' 3A OPP �j � co - .S2.1 � � S2.1 S2.1 � � S2.1 p Q U � S2.1 S2.1 S2.1 , U 9 FL .- (-1'-0") (-3'-0") (-3'-6' r(-3'-61) tea., .r .- vvT.,. .., •.. ... 9 L Fg -1 S2.1 F6.0 F6. F6.0 F6.0 (-0'-6") 0 I'I -- FB I I I��-- w-------------� I I - - - 6" CONCRETE SLAB ON GRADE w/ #4 @ 18" oc EA. WAY @SLDDTH, PLUS 1 VFY. (E) FTG. AGGREGATE BASE TH (STEP ( I I I ( I WORK OVER SUB -BED PER �'SOILS REPORT. TO@ REF.II DATUM ELEVATION) SITEELEV. PER CIVIL EN(j I I I -, EXISTING BUIDLING FOUNDATION TO in REMAIN W I I III W I i W I i W I cp ° II ti'`'+, 1° I xl l III xi l xl l XI I o III o 0 _ ssc° ,,Q I �I,I U)o - - - - - STEP I I I II III II II II - 8 OPP I I I I I I I I III I I I I I I 10"CONC. WALL • ,;, I I I'I I II I'i I'I II III II II II • _ �I' I III 6 II 1'-6"CONT. II II III S2.1 I I i THICKENED SLAB I( I I I - -- I - - - - -� - - - - - - - - - - - - - - - - _ „FA f 1 .... _ - _ _. _.... _....._ I I 9 I I I I o ,I, III. ICI III I'I III - - - - - I - - - - II . II 11 II II II { STEP FC (4-6") I{I h I,I II fll r -1LJ a I a III (- F F 7 k L- JI L- J L- - I l-- -_ -1 .rr' L•. .4' ''(. .. (:. '.y.. t:C. :lyv- ..,y:• ',..•dT:'- ..,} ^r.p+ :.'{.n,. f j sOUTSIDE WALL FACE (3-0P) (-3 (3-6 ) A INSIDE FACE OF WALL F6.0 c o ^ io _STEP FTG. 04 1'-6" CONT. FTG. 214 N F6.0 6.0 6.0 6.0 U J f- Z W LU (93A 2A 3 2 i 1 4 OPP u- S2.1 S2.1 S2.1 S2.1 S2.1 S2.1 Al FOUNDATION PLAN NOTES: 1 /8" = 1'-0" 1.) TOP OF SLAB ON GRADE IS AT DATUM ELEVATION 0'-0" (U.N.O.) 2.) TOP OF FOOTING ELEVATIONS INDICATED THUS: (I- 3.) CENTER FOOTINGS ON WALLS OR COLUMNS, (U.N.O.) 4.) SEE DWG. S1.1J FOR SLAB JOINTS PLACEMENT PLAN. REV WED FOR CODE COMPLIANCE APPROVED OCT 0 2 2015 City of Tukwila BUILDING DIVISIC REID t,AIDDLETON,'WC' LL f coo C a""'2 af-t+y�S at •+ a $ o p a um �EtVj.9 �mc a o $ amp 0aC c=a $ �' 0 $.323 -.00J 9x�p aro-5 Q :°cam �$=�a;�ao� c eo •t c�t o Eon -a �3 ..vt,.• m =a �"o$$`o0aa� �$ sill „5 Fca'� was N '� �E`ei:1p ao� w CS 0 •c a o v v $z $�' 3< E ao o a I v I r V 0 0 z z WU) W W u.I z T" J 00 J00 m z L zW¢o OW (9 I- Lr_ z W H 2:� �-- � W a �--z�� ®}giLL O REVISIONS NO. DATE BY Q 09-08-15 CITY COMMENTS A 09-15-15 CITY COMMENTS a A A ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL-07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 30"x42" SCALE: PLOT DATE: 07-27-2015 CAD FILE: JOB NUMBER: 98088004 -CHECKED: M. NAZARENUS DRAWN: L. MARTINEZ STATUS: PERMIT SUBMITTAL Si'l `� Sri a a _ ,� SLAB JOINTS PLACEMENT PLAN �� 1/8" = 1'-0" iV T N T MAKE FULL PLUNGE CUT IN FRONT OF JOINT X 16" LONG NOTE: 4 #5 TYP. @ 4"oc (EXTEND FROM S.J. TO S.J. LESS 3" TOTAL) PLACE @ SLAB CL OR ABOVE (1" MIN. TOP COVER) WHERE ALONG SIDE A PIT HOLD 1 1/2" CLR. TO PIT CL S.J. CONDITION WHERE SLAB JOINTS DO NOT ALIGN ADD 4 #5 @ EDGE OF SLAB BASKET ASSEMBLY BEYOND DETAIL AWED FOR 23/4" COIUIPLIAM (N/A FOR DUCTILCRETE SLABS) =1'-0" ppRpVED OCT 0 2 2015 U E V E W l.• C i _ .- mot! i . REID MIDDLETON, M. Z CL LU LU U t!J _Z O City of Tukwila UILDINO t)IVISION CL ov E OR 0 n°E$ 0aQ�015CO.�d 23I CL o -AMEC RR m>W °y�Q c Q rW5ara-12 15 5C 5--nzor EC a ° v st 6� °mmoE N ox E t-or +ri 0 0 a _ € ° of r�� U a<<5z`dv23�E& gooCL , CA O CV co N O M E0 [—� 00 U a W VJ 0 Coco) _ cn C� N v ` co x CO . a) E zt, cd m a �o3co�o �i Z-a� 00 Q O p E 20 LO ;4 L 00 +' co 00 r C14 �CL _Oft F' 8 J co C I=- w a !g .0 U O C I- Z U) W co) rn 19 4 d N .0 N N Z 8 N u! O ZC c (D > Lo ~ N Q} C , N �^Im C m C W rnn! a v W I 0 z Z W WV) LU W W U J Y Z v- J 00 J � 00 D z zU. QO W O o i- Z_ L� W Lu =F 1 ro V W Q Z U O LL ZLL 0 O Y LL<��� REVISIONS NO. DATE BY IA09-08-15 CITY COMMENTS Q 09-15-15 CITY COMMENTS A 0 0 A ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL-07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 30"x42" SCALE: PLOT DATE: 07-27-2015 CAD FILE: JOB NUMBER: 98088004 CHECKED: M. NAZARENUS DRAWN: L. MARTINEZ STATUS: PERMIT SUBMITTAL Jk�\� Q Q '10 1.7 0 bo4 CONT. MC18x42.7 / \ \¢� 8 EXIST. STAIR RAMING U TO BE ATTACF ED TO co � / S3.1 I , NEW FRAMIN � m ' / _ I \ m a � I I f in 04 PARTIAL 2ND FLOOR Fru6AMING PLAN NOTES: 1) TOP OF SLAB ELEVATION IS AT 15'-0" ABOVE REF. DATUM 2) FOR GENERAL NOTES, SEE SHEET S0.1. 3) VERIFY ALL DIMENSIONS WITH ARCH DRAWINGS. 4) SLAB LIVE LOAD=100 PSF. 5) TYP. SLAB THICKNESS TO BE 4". 6) PROVIDE 6x6xW1.4xW1.4 W.W.M. AT CENTER OF SLAB ABOVE STEEL DECK. 7) BEAM KEY: W14x22 (8) C= 1/2" BEAM SIZE AMOUNT OF CAMBER NO. OF 3/4"0 x 31/2" W.H.S. SPACE EQUALLY ALONG BEAM U.N.O. (SINGLE ROW) 7R'-G 1191, /C5 9 CV 9 N N REV WEED FOR p CODE COMPLIANCE APPROVED Q OCT 0 2 2015 N —I Q City of Tukwila �-- BUILDING DIVISIO R D E P, Sr' REID MIDDLETOIN, INC. Eggs- OZ a,,,,. co o a+' c, $E0amp $fcS v 4-1',S01 gE5 o=- cw- o aka 0.3 3 A�s °'c�c9 ��v `aX 15- Q c .0'czt o—o - c p°=i c ..a �8c o 0 E°o o c .5cp E �o ��.,aoa' 0$ �ccc �++S:S8 0to a {:,%MO8o Tog ��+cELrii'� o j3•.00�$ N © CA v o v�$oovo° 10 ++ o o_ E Un. � o EE�c.oao0 so 3< E aa9 o c. cn O CV M E 0 (—i N O M 8 a U ��LOZ. 5 W�nCc m°?w 2 e c� u L x C5z:ca -C-- ca �o � CID o LL Z a CU dQooEm m E co `{,� Q (D � S N W co co co Co N _L rn 00 a co CC)F tg u) Lu a- co Z V ¢ CD C 3:� co 1— Z rn fl3 W mwA °' W N N .L. N 10 N N Z g:8 to z cco�' r CN >�m ¢ m _ S U. N d C �. 04 .1 o CL O z O z Z W co W W W � W co ' ` J Z J 00 J 00 D 0)z LL Z ca }, ofQ O O�Z W F- = J U W Q Z U z> >- =) ®>-Zg J C) v O L IL ti F- REVISIONS NO. DATE BY 0 09-08-15 CITY COMMENTS Q 09-15-15 CITY COMMENTS A A A A ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL:07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 30"x42" SCALE: PLOT DATE: 07-27-2015 CAD FILE: JOB NUMBER: 98088004 CHECKED: M. NAZARENUS DRAWN: L. MARTINEZ STATUS: PERMIT SUBMITTAL S1.2 C15 EMBED GRID PER FRAMING PER M.B.S M.B.S. _ 1 1 6„ I FACE OF COL. `„ PER ARCH. L COL. & FTG. #7 BAR E.S. 4- 111 0 MIN. 1 ( ° $ COL. PER THREADED RODS P R M.B.S. (A36) w/ DBL. NUTS (SEE j M B.S. DTL. 1a M.B.S.) WELD RODS TO I' a •.. 5st C15 &EXTEND 5" ABV. EMBED C15x33.9x1'-2" w/ C15 (EMBED 1'-4") • 2- #7 x 5'-6" A706 (GR.60) REBAR (1 E.S.) WELDED TO CHANNEL ii i-i i •v • 'e i - ADJACENT C.I.P. LOSURE POUR SHELF PER SECT. g = -- =I LAB ON GRADE 10/S2.1 TYP. o INSUL. PER V-0" la 'PER PLAN u- ARCH. d wm uj W a. -#7 CONT. FULL o. .. I Q ENGTH STEM WALL PER 11I 1 6" SLAB. VFY. SECT. 2/32.1 .4° DIM. w/ ARCH. -1 (1'-6" MAX.) EXTENT CONT. 11=1 ° �a�=- --' a.° -=-----°- o FTG. STL. THRU ° e ° ° ° ', • .: d SPREAD FTG. ° ° FTG. PER v HOLD 1 1/2" II II I� II V-0" x 1'9" TIE BEAM SCHED. ° •� ..1/2. . ACROSS BLDG. (CTR'D. ON CLR. v PLINTH) TYP. °: ° 4.1 (PER PLAN) Ak a. a ° ° __ ems- : ° V-8" WIDE PLINTH w/ 8-#6 V. (3 E.F.) AND #3+ @ 6" oc w/ -I I I —I I I -I I 3- #3 ©TIES @ 1 1/2" oc @TOP 3/8" x 3 1/2" SO. PL III=I I I=I I I= WASHERS TYP. o O U (n,SECTION 3/4" = 1'-0" NOTE: SLAB OCCURS @ ELEV. 0'-0" @ SECT.2A FRAMING PER M.B.S. I611 , 8" C.I.P WALL . v oz II —III —III =III=III-1 I #5 @ 16" oc V. @ CL � o INSUL. PER ° u- Q = ARCH. v #5 @ 16" oc H. W 3 HOLD 1 1/2" CLR. v ° ° _I I II=III=1 I I=1 1 I- I -I #4 L- DOWELS INSUL. PER II I I� Q . @ 24" oc ARCH. v ° -- -- -- -- (PER PLAN) d '° 2- #5 CONT. °o IiIlillllllllllll PER PLAN FRAMING PER M.B.S. COL. PER M.B.S. INSUL. PER ARCH. STEM WALL PER SECT. 2/S2.1 FTG. PER SCHED. —i COL. & FTG. 511 VFY w/ M.B.S. LA 3,. 0 SECTION ,............ 3X3'-A- SECTION 6.5 6 Y.1 6.5 6 PER PLAN PER PLAN PER PLAN L COL. L COL. L (E) STUD WALL L COL. (E) SILL WALL AND _ ( & NEW COL. _' (E) STUD WALL STUD WALL BEYOND a j (E) COL. I i I I COL. AND BASE I I COL. AND BASE PLATE PER M.B.S. PLATE PER M.B.S. (E) SILL WALL I ( #4 x 2'-4" DOWELS @ 3'-0" oc HSS COL. PER PLAN I I w/ HILTI HIT HY-200 (EMBED w/ 1/2" BASE PL w/ 4- I i 4") FULL LENGTH OF WALL 5/8" 0 EPDXY ANCH. i I ( (4) 3/4"0 A36 THREADED w/ HILTI HIT HY-200 I (4) 3/4"0 A36 THREADED RODS (EMBED 10") (EMBED 6") I ( RODS (EMBED 10") (E) CONC. SLAB I i CLOSURE POUR I I 1 1/2" I i II CLOSURE POUR TYP IiQ,III' llill cv �III�—�II1— 1- 1 I IIF=IIlIIIII � N I —I- W � ° °.• �,.�. • °•• b. Ix NOTE: .d w BAL.OF INFO.PER ° • SECT. —,�- .° ° III=III-III= =I I V 1 V 11 ° I I r .. 11=I 1 I- n_ u _ .. _ e y . - ,- (E) FTG. PER SCHED. �'' (E) FTG. 111I I II II II I II I I I II I II 111 I I I I 1 `' 0 U O U FTG. PER SCHEDULE L4- #4 x 2'-3" EPDXY -GROUT FTG. PER SCHEDULE 4- #4 x 2'-3" EPDXY -GROUT ' (E) w 5" MIN. INTO (E) FTG. w/ HILTI HIT HY-200 HIT HY-200 SECTION (:t)-SECTION A,H TI 3/411 T-10" #41 @ 18" oc N p _ #4 CONT. v SLAB ON -1 GRADE z BOWLING FLOOR STRUCTURE BY OTHERS W m Q .. PER PLAN m .4 T � 2-#5 CONT. 8 M o � O U 2 SECTION 3/4" = 1'-0" ROOF STRUCTUF BY M.B.S.- FRAME BE PER M.B.S, SCAFCO DPLC2 CLIP @ 32" oc (3410 SCREWS TO STUD AND BEAM) TYP. NOTE: CLIP. MFR. MUST DESIGN FOR 3 3/4 HORIZ. DEFLECTION AT FRAME BEAM CONDITION @ ABOVE SECTION 5/S2.1 SECTION 3/4" = 1'-0" CLR. SLAB ON GRADE PER PLAN TIE BEAM PER I/S2.1 -- -_ (PER PLAN) 3/4" = 1'-0" L COL. & FTG. COL. PER M.B.S. -�-� (4) 1 "0 THREADED RODS -III-III (A36) @ 5" GA. EA. WAY 2 _ ^ =III=III-III • ° (EMBED V-3") ¢g NO GROUT UNDER BASE PL W a- t° Q W W �- _ > d. c —III — — T — o ° •.° - - - - —�- -III- ' —I1I—III—II I1=1 � II1=1I1=1I1= ° r ° PLINTH SIM. TO SECT. 1 /S2.1 A , • • . •° -- -- (PER PLAN) ° ° d v. 7, c A d. ° L ° III —III: lI IIIi,1 II II _ M.B.S. NOTE: MIN. 6" GA. I WAY CH. CIN SECTION 'A 1/4 V 3" (E) STUD ' WALL ABOVE --�- (E) COL. BEYOND 6"x1 1/4"xl6GA. TRACK \ w/ HILTI X-U19 (0.257"0) FASTENERS @ 12"oc INTO HSS -- ---- ---- ------ -- L3x3x5/16 TIE ANGLE PL 1/2" x 5" w/ WELDED BTWN. HDR. 2- 5/8"0 WTS AND (E) COL. - - - - - - - - - - ------ - ® 1/4" END PL HSSPAN ER PI 1 I I ( I I I 1/4 V 1„1 /2" (3" I( i 1 1/2" HSS COL. PER PLAN SECTION 3/4" = 1'-0" 3/4" = 1'-0" 0.5 STUD WALL ABV. (SEE SECT. 4/S2.1) 2-#5 CONT. A. ter• N d' 10" C.I.P. WALL w/ #5 @ Q 14" oc E.W. @ CL INSUL. PER ° #4 L2L DOWELS ARCH. @ 24" oc HOLD 1 1/2" CLR. ° v 2- #5 CONT. SECTION FOOTING SCHEDULE BRG.=2.5ksf MARK SIZE REINFORCEMENT (BOT. EA. WAY) (TOP EA. WAY) F3.0 t 1 3 -011 x 3 -0 x 1-0 3 #5 --- F3.5 V-6" x 3'-6" x 1'-1 It 3 #5 --- F4.0 4'-0" x 4'-0" x 1'-2" 4 #5 4 #4 F4.5 4'-6" x 4'-6" x 1'-2" 4 #5 --- F5.0 5'-0" x 5'-0" x V-W 5 #5 --- F5.5 5'-6" x 5'-6" x V-3" 6 #5 --- F6.0 6'-0" x 6'-0" x V-4" 5 #6 4 #4 F6.5 6'-6" x 6'-6" x V-5" 6 #6 4 #5 F7.0 7'-0" x 7'-0;' x 1'-611 FA 2 -0 x 8 -0 x 1-10" 5-#5 L.W. OTT. #4 @ 12"oc S.W. BOTT. 345 L.W. TOP #4 @ 12" oc S.W. TOP FB 3'-6" x 5'-0" x 1'-1Olt 645 L.W. BOTT. #4 @ 12"oc S.W. BOTT. 445 L.W. TOP #4 @ 12" oc S.W. TOP FC 2'-9" x 8'-0" x V-10" 645 L.W. BOTT. #4 @ 12"0c S.W. BOTT. 445 L.W. TOP #4 @ 12" oc S.W. TOP NOTE: 1.) SOME FTG. SIZES SHOWN MAY NOT BE APPLICABLE ON THIS PROJECT _- -_ (PER PLAN) 3/4" = 1'-0" z _O �E f VdED FORW SORE CONIPLIAN- ' APPROVED Z OCT 0 2 2015 Q City of Tukwila � BUILDING DIVISION _� flD E"EME 0 np r n - Is t_ 1 i REID MIDDLETnm Ililr, c �c c 02p 0 �- ag EaR��d��osc O m5M _ aE aS o aE; �ac+rgocl, =�"°o5 o�c � c.c®.c d�� o o EL$ a c0c�+3 «vyc oc$acE ISar- cc 0° m o b rw c ��� WsoE° E # o N +rJ —r `mom oc0 -.0-0 vo« co ��cpeoE pm-« b l V U aQQ.riz°'dam 8 3a E anti o a REVISION NO. DATE BY A 09-08-15 CITY COMMENTS 0 09-15-15 CITY COMMENTS a 0 A ISSUE DATES DESIGN APPROVAL' PERMIT SUBMITTAL-07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 30"x42" SCALE: PLOT DATE: 07-27-2015 CAD FILE: JOB NUMBER: 98088004 CHECKED: M. NAZARENUS DRAWN: L. MARTINEZ STATUS: PERMIT SUBMITTAL I S2.1 I SECTION 3/4" = 1'-0" R.O. PER ARCH. PER ARCH. (4" MAX.) WHS PER PLAN d J U PER PLAN ADDITIONAL REINF. R Al L4x4x5/16 w/ #4 x 2'-0" STM A706) @ 24"oc STEEL BEAMS PER PLAN DECK PERPENDICULAR SECTION � SECT CONT. STL. ANGLE PER DTL. 6/S3.1 WHS PER PLAN- CONN. PER SECT. 3/S3.1 STEEL BEAMS PER PLAN WHS PER PLAN @ CL 3/8" PL, TYP. U.N.O. w/ OF BEAM, LOCATE L 3/4"0 A325N BOLTS PER PER PLAN. SCHEDULE PER PLAN z I I0 CL O M a CL I I TYP. 1/4 11/2" 3" STEEL BEAMS PER PLAN ION � SECTION 3/4" = 1'-0" R.O. PER ARCH. PER ARCH. (4" MAX.) WHS PER PLAN J U PER PLAN ADDITIONAL REINF. 1 0 PER PLAN 10 IO L4x4x5/16 w/ #4 x 2'-0" LSTEEL BEAMS STEEL BEAMS PER PLAN PER PLAN CONN. PER SECT. 3/S3.1 DECK PARALLEL TO BEAM n SECTION J 3/4" = 11-0" 3/4" = 1'-0" .COLUMN CONTINUES WHERE NOTED T1 COPE TOP FLANGE AS I I REQ'D @ SKEWED CONN. OR NEAR ADJACENT BM IN _ I I CLOSE PROXIMITY, TYP. n CAP PLATE TO SEE 1/2" PL w/ 9-1"0 A325N BOLTS MATCH COLUMN I SCHED. C.P. THICKNESS, TYP. I I NOTE: WELDS ARE FIELD ih WELDS @ (E) COL. 1/4 <TyP. _ a I I I O 0 Z m I I j 0 5/16" PLATE o I; 0 1 I O I o- BEAM PER PLAN o 0 1 2 1/2" I 1 1/2" 0 I C.P. I i O 1 COLUMN PER PLAN I I 0 I (NEW OR EXISTING) i EXIST. COL. STEEL BEAMS PER PLAN 1/2" TYPICAL NEW 1" STIFFENER PL's TOP & BOT TYPICAL BEAM TO COLUMN CONNECTION SECTION SECTION 0 0 EXIST. FRAMING NEW FRAMING SECTION Z� MAX. COPE LENGTH CENTER LINE PER NOTE 8 OF BEAM NOTE: COPE BOTTOM FLANGE AS REQUIRED 1 0 TYP. SHEAR PLATE 10 CONNECTION PER 10 SECTION 10/S3.1 10 z O 0 w 0 BEAM PER PLAN = z 06 (NEW OR EXISTING) U U O U W Ora U) BOLT SCHEDULE BEAM DEPTH 3/4"0 A325N BOLTS @ 3"GA QUANTITY W10 2 W12/W14 3 W16 4 W18 5 W21 i 6 3/4" = 1'-0" W.H.S. PER PLAN REBAR PER SECT. 5/S3.1 STEEL BEAMS PER PLAN 3/41' ELEV. VARIES a a CO a.wco w wo 00)z TYPICAL BEAM_TO_BEAM CONNECTION SECTION Al A2 3/4" = 1'-0" WHS PER PLAN LOCATE PER PLAN @ BEAM CL, NO 4'L PER PLAN z Wg Q- a PER PLAN DECK PERPENDICULAR TO BEAM SECTION TO MATCH EXIST. ELEV. -- 0 NOTE: WELDS ARE FIELD COLUMN OR BEAM (NEW OR EXISTING) WELDS @ (E) STEEL PL 1/2 " x 2" FULL DEPTH SEE gSCHED. J4"x1" BACKER BAR) PLAN VIEW TYPICAL DETAIL @ 2 SKEW ANGLE > 300 1 1/2" = 1'-0" 3/8 NOTE -- LOCATE DECK VALLEY @ CL OF L OF BEAM BEAM, TYP. AK PER PLAN wgw a a I STEEL BEAMS PER PLAN DECK PARALLEL TO BEAM 3/4" = 1'-0" TOP PL 3/4" THICK x4'-0" LONG x (BM WIDTH -1") 2'-0" 2'-0" /� EDGE ANGLE PER -11 / SECT.5/S3.1 O i i O O O (1 O O oil O O tr'Vo O C.P. STEEL BEAMS PER PLAN - SECTION 3/8" PL, w/ 3-3/4"0) / A325N BOLTS TYPJ SEE SECT. 3/S3.1 STEEL BEAMS PER PLAN CONN. PER SECT. 3/S3.1 3/4" = 1'-0" D E" EME REID MIDDLETON, INC. CONNECTION SCHEDULE PER A.I.S.C. 13TH EDITION (A.S.D.) (SEE SECT. 10/S3.1, 11/S3.1) MIN. CONN. MIN. MAX CONNECTION SUPPORTED # OF PLATE Z E SUPPORT SINGLE CAPACITY (kips) (ASD) BEAM BOLTS THICKNESS THICKNES COPE (in) tw (in) S (in) DEPTH (in) SINGLE UNCOPED COPED W8 2 1/4 3/16" 1/4" 11/4" 14.6 7.8 W10 2 1/4 3/16" 1/4" 11/2" 14.6 11.2 W12 3 1/4 3/16" 1/4" 11/2" 25.1 19.2 W14 3 5/16 1/4" 1/4" 11/2" 27.1 26.5 W16 4 5/16 1/4" 1/41' 11/2" 41.8 41.4 W18 5 5/16 1/4" 5116" 11/2" 60.2 60.2 W21 6 3/8 5/16" 6/16" 11/2" 76.9 W24 6 1/2 5/16" 3/8" 13/4" 76.9 76. W27 7 1/2 3/8" 3/8" 13/4" 93.5 93.6CT FOR MP IANC O D 2 015 NOTES: 1.) BEAM DESIGN VERTICAL REACTIONS ARE ASD LOADS. 2.) ALTERNATE CONNECTIONS MAY BE SUBSTITUTED FOR SINGLE TAB CONNECTION P ES, City of Tu 'la PROVIDED THEY MEET OR EXCEED THE REQUIREMENTS OF THE RISC. ALTERNATE , Ut DING VISION CONNECTIONS MUST BE SUBMITTED FOR REVIEW PRIOR TO SHOP DRAWING REVIE . 1 3.) BEAMS SHALL HAVE STANDARD ROUND HOLES AND CONNECTION PLATES MAY HAVE HORIZONTAL SHORT SLOTTED HOLES. 4.) WHERE SHORT SLOTTED HOLES ARE USED, PROVIDE HARDENED WASHERS PER AISC J3.2 ,C 5.) BOLTS ARE 7/8"0 A325-N BOLTS MAY BE SNUG TIGHT. r. ` Z O W U) 0 Z LL w V mr,8 .p���ammmoo a dca EgV-.m $04 C v�g 0 t-1 o0 1 u aE; ma �mamvo 05 c~a o Zgco '° .ve o E8a a cc , vy.� v €�= 575 r- o v v E csI=saa mo°E g mokk cc v..�+'��� C6:5E �a yp. ZmoG'jp.p5r o ..0Go 0°$o�`Tr�mr��Ci U a�a�mz lid y�VL° 3� E a06 o a REVISIONS NO. DATE BY IA09-08-15 CITY COMMENTS Q 09-15-15 CITY COMMENTS A A A ISSUE DATES DESIGN APPROVAL PERMIT SUBMITTAL07-27-2015 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: 30"x42"SCALE: PLOT DATE: 07-27-2015 CAD FILE: JOB NUMBER: 98088004 CHECKED: M.NAZARENUS \DRAWN: L. MARTINEZ STATUS: PERMIT SUBMITTAL 6.) HORIZONTAL DISTANCE FROM SUPPORT FACE TO CENTERLINE OF BOLT GROUP SHALL BE AS,�j SHOWN IN THE DETAILS. 7.) VERTICAL EDGE DISTANCE FROM BOLT CENTERLINE TO EDGE OF STEEL SHALL BE 1 1/2". U.N.O. ; 8.) COPE DEPTHS SHALL NOT EXCEED THE LESSER OF THOSE SHOWN IN THE CONNECTION SCHEDULE, NOR AS ALLOWED BY BOLT HOLE SPACING & MINIMUM EDGE DISTANCE REQUIREMENTS. COPE LENGTH SHALL NOT EXCEED THAT REQUIRED TO ACCOMMODATE GIRDER FLANGE + 1/2" MAX. GAP BETWEEN FLANGES. 9.) THE SUPPORTING BEAM OR COLUMN, WEB OR FLANGE THICKNESS, THAT THE CONNECTION PLATE IS WELDED TO, SHALL MEET THE MINIMUM SUPPORT THICKNESS LISTED ABOVE.