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Permit D14-0114 - PSF MECHANICAL - PHASE II TENANT IMPROVEMENT
PSF MECHANICAL 11621 EAST MARGINAL WY S D14-01 14 Parcel No: Address: 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.Rov DEVELOPMENT PERMIT 1023049044 11621 E MARGINAL WAY S Project Name: PSF MECHANICAL Permit Number: D14-0114 Issue Date: 8/28/2014 Permit Expires On: 2/24/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: CHATHAM COMPANY LLC 14900 INTERURBAN AVE S #130 C/O JSH PROPERTIES INC, SEATTLE, WA, 98168 RYAN HARASIMOWICZ 109 BELL ST , SEATTLE, WA, 98121 PUGET WEST CORPORATION 7600 WADE RD , ARLINGTON, WA, 99209 PUGETWC187KG PSF MECHANICAL 9322 14TH AVE S , SEATTLE, WA, 98108 Phone: (206) 443-0494 Phone: (425) 290-9696 Expiration Date: 1/15/2015 DESCRIPTION OF WORK: PHASE 2 - CONSTRUCTION OF SECOND FLOOR WITHIN EXISTING BUILDING, TENANT IMPROVEMENTS TO LEVEL 1 AND LEVEL 2 INCLUDING CONSTRUCTION OF WALLS, DOORS, CEILINGS AND FINISHES AS WELL AS AN ELEVATOR, ALL PER PLAN. Project Valuation: $1,200,306.04 Type of Fire Protection: Type of Construction: IIIB Electrical Service Provided by: Sprinklers: YES Fire Alarm: Fees Collected: $15,964.02 Occupancy per IBC: B TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 Public Works Activities: C h a n n e l i zation/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: r�� edit 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 regulatin: construction or the performance of work. I am authorized to sign and obtain this development perm' - nd agre - to the conditions attached to this permit. Signature: Print Name: YAANIzzAct PrP� Ova Date: Von I1.b14 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: 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 5: Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 7: 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) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: 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 1008.1.8.1) 10: 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) 11: 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 1011.5.1) 12: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 13: 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 1006.1,1006.2, 1006.3) 14: 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 1006.4) 18: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 16: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 15: 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. 2327). 19: 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 #2328. 21: 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 #2328) 20: 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 #2328) (IFC 104.2) 22: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 24: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 25: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 27: ***BUILDING PERMIT CONDITIONS*** 28: 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. 29: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 30: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 31: 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. 32: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 33: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 34: 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. 35: 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. 36: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 37: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be Iaterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 38: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 39: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 40: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 41: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 42: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 43: 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. 44: 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. 45: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 46: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 47: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 48: 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. 49: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 LATH & GYPSUM 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 0406 SUSPENDED CEILING CITY OF TUK1 A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www 1 ukwilaWkgsw Building Per►u t No. 1) ., �[ �� t I Li Project No, Date Application Accepted: 1MS'-1 Date Application Expires: 1,0 (For office use only) 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 Address: 11621 East Marginal Way S King Co Assessor's Tax No.: 102304904406 Suite Number: A Floor: 1 Tenant Name: PSF Mechanical PROPERTY OWNER Name: PSF Mechanical Address: 9322 14th Avenue S City: Seattle State: WA Zip: 98108 CONTACT PERSON — person receiving all project communication', Name: Ryan Harasimowicz Address: Stock & Associates 1109 Bell Street City: Seattle State: WA Zip: 98121 Phone: (206) 443-0494 Fax: (206) 443-0495 Email: rharasimowicz@stockandassociates.com GENERAL CONTRACTOR INFORMATION Company Name: Puget West Construction/ (� Address: p0 Box 3535 City: Arlington State: WA Zip: 98223 Phone: (425) 290-9696 Fax: (360) 658-6672 Contr Reg No.: PUGETWC 1 87KG Exp Date: Tukwila Business License No.: in -process 0 0106 4 New Tenant: J Yes ❑ ..No ARCHITECT OF RECORD Company Name: Stock & Associates Architect Name: Bruce R Stock Address: 109 Bell Street City: Seattle State: WA Zip: 98121 Phone: (206) 443-0494 Fax: (206) 443-0495 Email: bstock@stockandassociates.com ENGINEER OF RECORD Company Name: PCS Structural Engineer Name: Jim Harris Address: 811 1st Avenue #620 City: Seattle State: WA Zip: 98104 Phone: (206) 292-5076 Fax: Email: jharris@pcs-structural.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: F'F iv taro ici s c... Address:. � l 3z Z i `11•., A/co ( City: 5m["ttlr— State: toy_ Zip: 13 i oei H. \Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11 docx Revised. August 2011 bh Page I of 4 BUILDING PERMIT INFORMATIO106-431-3670 Valuation of Project (contractor's bid price): $ 244,531 Existing Building Valuation: $ 3,496,100 Describe the scope of work (please provide detailed information): Phase 2 - construction of second -floor within existing building, tenant -improvements to level 01 and level 02 including construction of wall, doors, ceilings and finishes as well as an elevator, all per plan. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 35,562 27,593 0 III-B B 2tt4 Floor 0 6,242 6,242 III-B 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) *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: 85 Compact: 34 Handicap: 6 Will there be a change in use? ❑ Yes No If "yes", explain: B-Office est (CUP - L13-0051) EIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ® No If "yes', attach list of materials and storage locations on a separate 8-1/2" x I I " 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. l l \Applications\Forms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-I I docx Revised. August 2011 bh Page 2 of 4 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District # 125 0 ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: O On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor O ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Channelization 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation Domestic Water ❑ ...Permanent Water Meter Size... 91 WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size 95 WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 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 OWNE ' O ' i 1 ' _ _ ! AGENT: Signature: Print Name: an Harasimowicz 14'z v *Far) Mailing Address: 109 Bell Street Date: 04/15/2014 Day Telephone: (206) 443-0494 Seattle WA 98121 City State Zip H:\Applications\Forms-Applications On Line \2011 ApplicationsU'ennit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Receipt Number DESCRIPTIONS I ACCOUNT QUANTITY PAID $66.50 $66.50 $66.50 $66.50 $66.50 PermitTRAK D14-0114 Address: 11621 E MARGINAL WAY S Apn: 1023049044 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R4190 R000.345.830.00.00 1.00 Date Paid: Wednesday, January 21, 2015 Paid By: AMY BRAUN PSF MECHANICAL Pay Method: CREDIT CARD 572873 Printed: Wednesday, January 21, 2015 11:48 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY I PAID $1,462.86 D14-0114 Address: 11621 E MARGINAL WAY S Apn: 1023049044 $1,462.86 DEVELOPMENT $1,419.83 PERMIT FEE R000.322.100.00.00 0.00 $860.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $559.33 TECHNOLOGY FEE $43.03 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3510 R000.322.900.04.00 0.00 $43.03 $1,462.86 Date Paid: Friday, November 07, 2014 Paid By: AMY BRAUN Pay Method: CREDIT CARD 03347G Printed: Friday, November 07, 2014 3:11 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $65.00'_ D14=0114 Address: 1162 MARGINAL WAY S Apn:1023049044 $65.00 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R3388 R000.345.830.00.00 1.00 $65.00 $65.00 Date Paid: Friday, October 24, 2014 Paid By: AMY BRAUN PSF MECHANICAL Pay Method: CREDIT CARD 06202G Printed: Friday, October 24, 2014 10:52 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PermitTRAK I PAID $9,864.91 D14-0114 Address: 11621 E MARGINAL WAY S Apn: 1023049044 $9,864.91 DEVELOPMENT $9,395.51 PERMIT FEE R000.322.100.00.00 0.00 $9,387.95 PLAN CHECK FEE R000.345.830.00.00 0.00 $3.06 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $469.40 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2960 R000.322.900.04.00 0.00 $469.40 $9,864.91 Date Paid: Thursday, August 28, 2014 Paid By: PSF MECHANICAL Pay Method: CHECK 116524 Printed: Thursday, August 28, 2014 2:02 PM 1 of 1 YSTE M5 Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $6,099.11 D14-0114 Address: 11621 E MARGINAL WAY S Apn: 1023049044 $6,099.11 DEVELOPMENT $6,099.11 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R1816 R000.345.830.00.00 $6,099.11 $6,099.11 Date Paid: Tuesday, April 15, 2014 Paid By: PSF MECHANICAL Pay Method: CHECK 114405 Printed: Tuesday, April 15, 2014 3:13 PM 1 of 1 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., d100 Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 •' +• � hype � Inspection: mess: ZI E.til. r ryi r> ► Ugly Date tcaiie4: tpedal instructions: ofq Date Wanted: 2, -1,6 — 1 r 4.171. p.m. Requester. Phone No: Corrections required prior to approved. Ins Date D REINSPEC ION FEE REQUIRED. Prior to next inspection. fee must be paid at 63010 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 9100. Tukwila. WA 98188' (206) 431-3670 Permit Inspection Request Line (206) 438-9350 • Type of Inspection. Tess:t zt 0Akolwa (i Sd. Date Cali: Instructions: 441 Date Wetted %f a.m. Requester i hone No: Approved per applicable codes. MENDS: Corrections required prior to approval. inspector:/' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 5outhcenter Blvd.. Suite 100. Can to schedule reinspection. INSPECTION RECORD ./ Retain a copy with permit P11 ~ 0 PEMT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 y7 Off CCe' Type 9 Sp ttoI% s: tt Hof 2i V. Dtryte 1 t .le. bate Called: Instructions: ✓✓ 44 Date Wanted: Z- o -/! a.m. p.rn. Requester: 'Phone Ho: per applicable codes. Corrections required prior to approval. 1. ft 0 tilde q re fifer t. l f4 iS 041 P( rispector Dat :. -1j • REINSPECYION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Ceti to schedule reinspection. INSPECTION RECORD Retain a copy with permit P CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., t100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (200) 438-9350 Type of Inspection: Address: r DateCalted: Instructions: ph5iJ€S tiles! Gate Wanted:i ' Z 2 / --ice. p.rt1. Requester: 'Rome No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: p/A CAPider- s,.d.s?eit)e,(J In Date: _ -? y REINSPEC 1ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Can to schedule retnspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 southcenter Blvd., #100, Tukwila. WA 98188 (206)/131-3670 Permit Inspection Request Line (206) 438-9350 ` pro tipp g A'c-Type r___ 'Address: to tilled: ptcJal 1 tructlons: ate Wanted: 2L-l5 .ate p.m. Requester: Phone No: I: A pproved per applicable codes. Corrections required prior to approval. COMMENTS: 44 di iddr?1:Ct 77'3 '‘ of 1-A14(f.r. . r �re.4 r fit 1 11)11 S Pn 4e''J r s o f� te r;'.9 A or IA.,,( /Ai / (4). exiL (Aft_ t_ ixie e .n . r1 ems. i--{ lAsee,eX";'Dk '�( :.- teircf- or: Date: 1-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcentar Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 'Type 'Ptnlecc. PSF44eJi of In •%j �� 2, 4Date s.AdZ,‘ A4/449``A Gal a d: .± i iastru c one: ate Wanted: / ?? (.. //j ` r"1 f• a:.� Pan. Requester: Phone No: CjApproved per applicable codes. Corrections required prior to approval. COMMENTS ore skm=-Jr Date: REI*5PECflON 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 T4-0U4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 southcenter 8ivd,, 41100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (200 438-9350 Pro P3-F 1 bt/ \ Type s Ito Add s• ituraiti Da led: 1p�ldstructions: Date Wanted: 11.--c "ief 4Pri• Requester. Phone No: 0Approved per applicable codes. Corrections required prior to approval. COMMENTS: p74 K 0y1A LA)1440 r or. REINSPECTION FEE Date:, 5,/*, Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. uite 100. Calf to schedule reinspection. -Dr4 of INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION =. 6300 Southcenter Blvd., 8100, Tukwila, WA 98188 (206) 431-3670 "Permit Inspection Request Line (206) 438-9350 4 Project:p S r A401 Type 1— m Add►ess: _1 21 F, M/u= N Date Called: $peciai structtons: „phone Date Wanted: f Z f ` [ _ f, �-j . m. i�equestery _eA No: Er_ f 9 2C? per applicable codes. Corrections required prior to approval. COMMENT 7 igyF 4,A.‘i144 ri REINS paid at Date: r4 ON FEE REQUIRED. prior to next inspection, fee must be Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 SouthcenterBlvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (208) 438-9350 loriklact: p Q cA . Type of pe;tlin:l < Ate Address- 1 t- MAI6 AnNt-- Date Ca kd: )vwjw tnstnuctIons: Date Wanted: z . /4co4niai Requester- _ f /4777:-.- s 2 -34? Approved per applicable codes. Corrections required prior to approval. COMMENTS: fk K �p%L"' "& f r % . -( or I�si/E�j on L J f--i( S it Fu otiirLo b/1 -'t bate: zc. —14 REIPISiPEC I N FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Sauthcenteer Blvd., Suite 100. Call to schedule reinspection. kla INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF-TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 0 Permit Inspection Request Line (206) 431-2451 Project. pse Address: - Special Instructions. e e r ., eAsec ;QApproved per applicable codes. COMMENTS: Wter-64,111.64 44r4416. w/ Date Cailedi bate Wante . orrections required prior to approval. iks LI 1\ AAA-pofltr (l REINSPECI1ON FEE REQUIRED. Print to next inspection fee" must be `—` paid at 6300 Southcenter Blvd... Suite 1.00. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., B100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 'Prefect�LC� • . Type of to fa Addre au/Li f, 116NA Date • Special instructions. i Date Wanted: % ni. Requester. �� /N Rion. No: (/�C- (0 V V V T r 3 ❑A per applicable codes. Corrections required prior to approval. MOUNTS: PAk wAit5 c.ti) Pk- C., k 11.r ins Date: D-REINSPECfON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southeaster Blvd.. Suite 100. Can to schedule rsinepect'ton. INSPECTION RECORD Retain a copy with permit - D hi PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6' 11 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project) p itt4 6..etk Type Inspection: Address: it) 2.4 i - (Y04 , Date Called: Specia Instructions: Date Wanted: Requester / 1 2'°"t, No: 5& — 3 .-6 QApproved per applicable codes. Corrections required prior to approval. COMMENTS: CA-nc.211"`C Date: I 4 0 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 431-2451 ProjectPS F e. n'c�-L.. Type of pectio v41; Address: 7 t �3 G- N AAA/6 MAI, Date Called: e"--'" Special Instructions: /, Date Wanted: f i r f- 4 / Pm' Requester: n No str_ 3oi24 Approved per applicable codes. Corrections required prior to. approval. COMMENTS: et.l-nf AtiajAAA f 644 Alt) (0( 16 7EAS pe(r-AA,S krA,tr UnIC c ( nR She ( ins Date: i ! ` 1j4 /t REINSPEC'#18N-F6E-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 I1'PE PERMIT NO. CITY OF'TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., 8100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 project ps Ake . Type of inspection:(, i i� .:.S 4 4- J Address. 1 I�i2 t E. A it ,AJ41a-Am.'A‘ Date Cale Speciat Instructions: Da anted: I 0 — (0 —14 P.m. Requester: hc.OntIN--. ,YS 6- 3qU QApproved per applicable codes. Corrections required prior to approval. COMMENTS: PA, ok J. ob o r A 1-. (I , fN5T R , E.C.c-; / So .,� k1 l ice. CDC. ✓) -90 co C,r; � - c R, oc c:A r�Dr , c. 4t `Y fc..acK,. is 'A,c`t" t) -it \ G-' `.) f___.,&.., 4 N fib Pr i kA KR t eft -Rom n G j , 4 err- 6 F f-� r 4 S-rfl—� 3 S 2P%,P r` /-I( RP,/ J A-4 P_S -"b Ap l i t e41 Sri- t' pMAT, J-M i"A ef _ `A- vierrs'rA-1410 let Ins Datei Q REINSPECTION FEE CURED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedulereinspection. INSPECTION RECORD Retain a copy with permit IN PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 c ProjeS ' AA . / Type o Inspection: Address: / (,i( 4 /� _ �I•A� Date Called: S I nstructions: p �� f• oar Mes ev4c_fe,7P at! Wanted: -- 2 — f .G nI ! +C�:' p.m. Requester:` -- ... om Phone 7(3,3`713 QApproved per applicable codes. a Corrections required prior to approval. - COMMENTS: eA- Vot r-vfc MP� _^�Ca 4f fM 74y-cs Date•ij REINSPECTION FEE Rya 1RED. Prior to next inspection. fee must be paid at 6300 Southcen er Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: psi_ / Type of Ins ion; Address: ff Suite #: I/l991 C 1 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: --. 4 /l ....e/. .... , eef.,„,,,,,,64-- -...t,), s e-Ari, c.2r0 - 04 „,0,-- re- c.-) sf--- 6,....- 4.--,A/1 L)-/,., ,'' `k5 f . Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: J ,, (""3 Date: 2/j mil - Hrs.: / 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc. 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: —. S Type of Inspection: Address: Suite #: I\to 2,1 1. w. 5 Contact Person Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 7 I` tc * e4cc` 4 S ASS ' - - : P. S S Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $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 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 1y-�otj� Di a C?1l / PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project. eive,1-, Type of Inspection: -PIA Address: ill p i Suite #: El.,*s Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1,-1oes,-bP i ciA covioWL I `6odk 3 _ ).1bbtL -CI vry )0c7e- r " It)/vsi4L 're 5' - - Q SPA?) S-9&A 15 4.4,-, Git' c•f'e Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: YY,,,,k Date: '2/7 y%s Hrs.: ( SD 1 r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billin 9 Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER " 'eri Z. 7 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Type of Inspection: r Project: , - Address: Suite #: i 1(0s E4MW S Contact Person: `��, , Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. fMENTS: 1_\ 'I�f�� /',/ .. off , -4--1 • , , j f f G- "r...` ��� C�'Ct�' 1 jam` �C t/' ;� 1� ��0 5- ,/� 5i 7..2 e {/ i/ C 7 J —. 4// /V-- ) /�Z 1! G ' U 'i i ..c A 47 e V.•^ /P Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pkp-Fire: Permits: Occupancy Type: Inspector: *7Z", /77/Hc) Date: Z f �j /j 6'' Hrs.: /1. 5 7 $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:. Address Company Name: City: State: Zip: Nord/Inspection Record Form.Doc 3/14/14 T.F.D. Foram F.P. 113 "-�'4"�.•HY. S _'^5:.'Y+..,a.�'�l.w'3..,krai-.�w. r...Z1F�F;'.iL7�! Approved per applicable codes. ficic COMMENTS: PERMIT NUMBERS iNIU. FIRE DEPARTMENT 206-575-4407 Corrections required prior to approval. 2 4,/s491.4d1 fiv Needs Shift Inspection: Sprinklers: Fire Alarm: a Hood & Duct, Monitor: Pre -Fite: Permits: Occupancy Type. Date: /; $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cali toschedule a reinspec ion Billing Address: Attu:: Address: Company Name: City: 'State: Zip: OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 277199 Description: Soil Bearing Verification Project: Address: Client: GEOTECHNICAL INSPECTION REPORT PSF Headquarters 11621 East Marginal Way South, Tukwila Ellsworth Builders, Inc. Permit Number: Job Number: Client Address: Nov voMo to 14-0516 8425 219th Street SE, Suite 100, Woodinville Inspector and Date Remarks Scott Hoobler 9/18/2014 Performed soil bearing verification for new footings located at C.5 and 7, A.3 and 6.8, and three balcony footings located west of building. Footing subgrade soils generally consist of dense, gray, silty and with gravel, except for the eastern portion of wall footing located at A.3 and 6.8, approximately 18-inches of pea gravel is in the footing subgrade. This pea gravel should be over excavated to competent subgrade soils. A 6-inch and 8-inch PVC pipe was encountered in the footing subgrade for the southern most balcony footing, structural engineer should evaluate this footing with the PVC pipes. The footing subgrade soils were observed to be firm and in an unyielding condition, except for the previous mentioned locations. Based on our observations, we believe the footing subgrade is capable of supporting an allowable bearing value of 2,500 pounds per square foot (psf), except for the previously mentioned locations. Copies to: Owner Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anthony Coyne, j ., Senior En • eer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. '`eproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 277174 Description: Soil Bearing Verification Project: PSF Headquarters Permit Number: Address: 11621 East Marginal Way South, Tukwila Job Number. 14-0516 Client: Ellsworth Builders, Inc. Client Address: 8425 219th Street SE, Suite 100, Woodinville Inspector and Date Remarks David Hurum 9/19/2014 Onsite this date for soil bearing verification for the interior footing subgrade at gridline A.2 and 7. The subgrade was over excavated approximately 9-inches to dense material. The subgrade was probed with a % inch T-probe and was firm and unyielding with less than 1-inch penetration. Based on our observations and surficial penetration test, the subgrade is suitable for an allowable bearing pressure of 2,500 pounds per square foot (psf) as specified in the project plans. Copies to: Owner Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anthony Coyne, ., Senio ngi eer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, In eproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. .cCr''\ ,1r_ n Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 276859 Description: Soil bearing verification Project: Address: Client: GEOTECHNICAL INSPECTION REPORT PSF Headquarters 11621 East Marginal Way South, Tukwila Ellsworth Builders, Inc. Permit Number: Job Number: Client Address: COMadituvi DEVELOPMENT tidy- o(�� 14-0516 8425 219th Street SE, Suite 100, Woodinville Inspector and Date Remarks Scott Hoobler 8/7/14 Copies to: Owner Architect X Engineer Performed soil bearing verification for the spread footing at gridline C and 6. The footing subgrade soils generally consist of dense, brown, silty sand with some gravel. The subgrade soils were probed and found to be firm and in an unyielding condition. Based on our observations, we believe the subgrade soils are capable of supporting an allowable bearing value of 2,500 pounds per square foot (psf). Contractor X Building Dept. Technical Responsibility: Anthony Co ne '.E., Senior Eineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01/05) Reproduction of this report, MAYES ,vrw Page of Field Copy/Subject to Review 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 96036 Fax 425.745.1737 10029 S. Tacoma Way, Sulte E-2 Ph 253.584.3720 Tacoma, WA 98499 Fax 253.584.3707 7911 NE 33rd Drive, Suite 190 Ph 503.281.7515 Portland, OR 97211 Fax 503.281.7579 Inspector N.carrni Hours: Time: 1:00 to Inspector Hours: Time: to Inspector. Hours: Time: to SUMMARY: Project No.: L14396 Date: 10/1/14 Project: PSF Mechanical Permit No.: D14-0114 Weather. Overcast/mid 60's Project Address: 11621 E. Marginal way S Tukwila Owner. PSF Mechanical Engineer. PCS Architect: Stock & Assoc' Contractor. Puget West Type of Inspection: GR Samples: (3) 2x2x2 Observed grout placement of EUCD NS grout 4000628, 2000@3 to form a 1' columns and brace -frame bedding located at D.6/4.6, 5, 6, 7; D/4.6; C.5/4.6, 5, 6, 7; C/4.6; B/4.6, 5, 8, 7 gridlines intersection. Grout was mix in place in 8.334#:50# ratio to form flowable consistency then placed from the mixing bucket to location of bedding; 13 columns bedding were placed. NONCONFORMING CONDITIONS/CORRECTIVE ACTIONS TAKEN: Interior Lighting Summary — Space —By —Space LTG—INT—SPACE 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 8 R3 over 3 sto Project Address PSF MECHANICAL Date 5/23/2014 Lighting Alterations, Renovations & Building Additions 0 Less than 60% . 60% or more 0 Stand alone 0 Addition fixtures replaced fixtures replaced bldg. addition combined w/exist Notes: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing bldg lighting to demonstrate compliance. Refer to C101.4.3. b. For retrofits and building additions, provide Space Types and gross interior areas in the Maximum Allowed Lighting table. If a builidng addition Kill comply as combined with the overall existing builidng, include all applicable existing Space Types and gross interior areas. c. Document new fixtures and all existing to remain fixtures in the Proposed Lighting table. d. If less than 60% of existing fixtures Kill be replaced, provide total existing lighting wattage (prior to retrofit) in the space provided in the Maximum Alloyed Lighting table. For ent Use REVIEWED FOR CODE COMPLIANCE APPROVED AUG 15 2014 CI�I of Tukwila BUILDING DIVISION Maximum Allowed Lighting Wattage Location (plan #, room #, or ALL) Space Type* Allowed Watts per ft2 Gross Interior Area in ft(watts/112 Watts • owe. x area) Office - Enclosed 1.11 2623 2912 Office -Open plan 0.98 20341 19934 Conference/meeting/multipurpose 1.23 2686 3304 Corridor/transition 0.66 3569 2356 Restroom . "." - 0.98 695 681 Dining area: Bar/lounge/leisure dInI tL 1. 31 1578 2067 Storage PP 0 .63 126 79 Stairway 0.69 493 340 Locker room 0.75 634 476 Electrical/mechanical 0.95 283 269 Lobby 0.90 364 328 Atrltttrt' Ertbr Height: Existing LI$htln E)nbr Exist. Yltittte• RetltH Dlsp ty It h ttiT 1T-DISPI.IiY * Select Table C405.5.2(2) category from drop doKn menu. ** For atriums, indicate height. AlloKed Kettage for first 40 feet is 0.03 WAt. ht., above 40 feet is 0.02 W/ft. ht. Proposed Lighting Wattage Total Area Allowed Watts 33392 32745 Location (plan #, room #, or ALL) Fixture Description*** Number of Fixtures Watts/ Fixture Watts Proposed F1-RECESSED 2x4 TROFFER, LED 13 36 468 F2-PENDANT MTD LINEAR LED 146 130 18980 F3-RECESSED LED DNLT 1 25 25 F4-WALL SCONCE LED 15 5 75 F5- RECESSED SLOT FIXTURE 7 32 224 F5-2 RECESSED SLOT FIXTURE 4 16 64 FB-RECESSED LED SHOWER LT 19 39 741 F7-PENDANT MTD LED 2 46 92 F84 SURFACE MTD 8' FLUORESCENT 26 64 1664 F8.4 SURFACE MTD 8' FLUORESCENT 18 32 576 F8-2 SURFACE MTD 2' FLUORESCENT 19 16 304 F9-WALL MOUNTED TRACK DISPLAY 3 60 180 F11-PENDANT MTD LED 21 25 525 F12-PENDANT MTD LED 4 5 20 F13SURFACE VANITY LIGHT, FLUORESCENT, 2 LAMP 4 64 256 F14-CHAIN HUNG FLUORESCENT STRIP, 2 LAMP 5 64 320 F15-RECESSED 2x2 TROFFER, LED 15 36 540 CORRECTION LTR# RECEIVED CITY OF TUKWILA JUL 17 2014 PERMIT CENTER F16-RECESSED LINEAR LED SLOT FIXTURE 10 110 1100 F17-PENDANT MTD FLUORSCENT, 2 LAMP 111•' 5 64 320 F17A-SIMILAR TO F17, EXCEPT 4', 1 LAMP ' 1 32 32 FM -PENDANT MTD ROUND FLUOR, 6 LAMP x 1 156 156 F16-PENDANT MTD LED 3 8 24 F20-PENDANT MTD LED 10 8 80 EXISTING RECESSED DN LTS CFL 127 36 432 EXISTING SURFACE MTD FLUOR. 2 LAMP 2 62 124 . za ., �R.vaYrecdw . ..xsabxC ...lsA ke d � � .. `s,. 'Y. •>*� Total Proposed Watts may not exceed Total Rimed Watts for Interior Lighting Total Proposed Watts 27322 •" Include existing to remain lighting fixtures and exempt lighting equipment per notes below. Notes: 1. Include ALL proposed lighting fixtures. 2. 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. 3. For proposed Watts/Fixture, use manufacturer's listed maximum input vettage of the fixture (not simply the lamp Hettage) and other criteria as specified in Section C405.5.1. For line voltage track lighting, list the greater of actual luminaire vettage or length of track multiplied by 50, or as applicable, the aettage of current limiting devices of the transformer. For low voltage track lighting list the transformer rated vettage. 4. For lighting equipment eligible for exemption per C405.5.1, note exception number and leave Watts/Fixture blank. 5. Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures. Identify as existing in fixture description. 6. If #NA appears in Retail Display cells, information on LTG-INT-DISPLAY is incomplete. Interior Lighting Power Allowance COMPLIES FILE COPY Structural Solutions Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com PHASE 2 PERMIT REVISION 2 STRUCTURAL CALCULATIONS FOR PSF HEADG2UARTERS Exterior Deck 11621 E. Marginal Nay 5 Tukwila, INA 418168 PREPARED SY PC5 STRUCTURAL 5OWTION5 REVISION. NO11- October 14-021 2014 DP-1•01111 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 2 9 2014 PERMIT CENTER Pcs Project: Job No Subject: . Sheet Name• Structural Solutions Originating Office: ❑ Seattle ,a ❑ Tacoma Date. X1-"C{2-1bC1- `) s w Seattle 1811 First Avenue, Suite 620 • Se A 98104 • tel: 206:292,,16 Tacoma 1250 Pacific Avenue, Suite 701 -Taco a, WA 98402 • te1:.253 383.2797 4 w N www. pcs-structural. com �1/4 hU oxbocwaucocdpe�_; 12 55.1 WI2x26 N112x26 h1112x26 LEVEL FLOOR FRAMING PLAN W18x35 wl2x3o WI2x26 WI2x26 W12x26 11 pcs Project P5 Job No '�'6�1 Subject: Sheet Name. .1 IAA Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date• t 0 - LZ • lOr- T—E t ©a— F (/J L = t'SC W 3 b5cK Itre-rS t -S FoRt•A 401,Y ger W �= Esc- e LF• t} itt w/ *SG- G- P." �t� D •I�Ed''r1� E-t..1EP_C-kt.c.- at,4.4 5 }-S S l0 x x Pt, t 7-(10,6 tL.Vta(/t3,3L p` 2. � tti 6.5 = 13,1 C / (3,4-1- (n-t *- 4-1) rf;,S 4." X- SMo►3Cc PIPE ; 2C i 3.3t.\> 2,5" 4x4- = tbt Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma ! 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Hoeft Line 6 COnclrete Lic. # : KW-O'iOO2 Description : exterior deck slab CODE REFERENCES Project ► itle: Engineer: Project Descr: Protect ID: I) Z Printed: 20 OCT 2014, 8:08AM 19 LOOM, eutl tl 149!k W 14:814 t icensce FCS STRUCTURAL SOLUTIONS Calculations per ACI 318-08, IBC 2009, ASCE 7-10 Load Combination Set : 2012 IBC & ASCE 7-10 Material Pc i12 = 3.0 ksi 6 Phi Values Flexure : 0.90 fr. = Pc * 7.50 = 410.792 psi Shear : 0.750 yf Density = 145.0 pcf Pt = 0.850 A. LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination 2012 IBC & ASCE 7-10 { " • 12 in 010.0801l(D.aeo t �r t 12"wx8.5"h Span=3.0 ft 12"wx8.5"h Span--8.0 ft 12"wx8.5"h Span=2,0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 6.50 in Span #1 Reinforcing.... 145 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Span #2 Reinforcing.... 145 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Span #3 Reinforcing.... 145 at 3,250 in from Bottom, from 0.0 to 8.0 ft in this span Applied Loads Loads on all spans... D=0.080, L=0.080 Uniform Load on ALL spans : D = 0.080, L = 0.080 klft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.159:1 Typical Section 0.6526 k-ft 4.110k-ft +1.20D+1.60Lr+0.50L 4.333ft Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.004 in Ratio = 21802 -0.003 in Ratio = 16538 0.009 in Ratio = 10901 -0.006 in Ratio = 8268 Vertical Reactions Load Combination Support 1 Support 2 Support 3 Support 4 0veral MAXImum ':170 0.916` Overall MINimum 0 Only +0+L +0+Lr +0+5 +0+0.750Lr+0.750L +040.75000.750S +0+0.60W +0+0.70E 0.351 0.273 0.585 0.455 1.170 0.910 0.585 0.455 0.585 0.455 1.024 0.796 1.024 0.796 0.585 0.455 0.585 0.455 Support notation : Far left is #1 'we KOOK une You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Bjorn tine 6 Concrete Beam Lic. # : KW-06002327 Description : exterior deck slab Vertical Reactions rivimi I WC. Engineer: Project Descr Support notation : Far left is #1 Project ID: D3 Printed: 20 OCT 2814 8:08ArM 11ENERC#4, P8FOFF=1.Et)6 E Nr .:WaC.18 t4,9.! Vd t4:9►4. Licen ee . PCS STRUCTURAL SOLUTIONS Load Combination Support 1 Support 2 Support 3 Support 4 `+0.750Lr+0.750L+0.450W 1.024 0.796 +0+0.750L+0.750S+0.450W 1.024 0.796 +0+0.750Lr+0.750L+0.5250E 1,024 0.796 +0+0.750L+0.750S+0.5250E 1.024 0.796 +0.600+0.60W 0,351 0.273 +0.60D+0.70E 0.351 0.273 D Only 0.585 0.455 Lr Only L Only 0.585 0.455 S Only W Only E Only H Only Shear Stirrup Requirements. Entire Beam Span Length : Vu < PhlVc12, Reg'd Vs* Not Regd 11.4.6.1, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k-tt ) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.000 -0.60 4.11 0.15 Span # 2 2 8.000 0.65 4.11 0.16 Span # 3 3 2.000 -0.27 4.11 0.07 +1.40D Span # 1 1 3.000 -0.50 4.11 0.12 Span # 2 2 8.000 0.54 4.11 0.13 Span # 3 3 2.000 -0.22 4.11 0.05 +120D+1.60Lr+0.50L Span # 1 1 3.000 -0.60 4.11 0.15 Span # 2 2 8.000 0.65 4.11 0.16 Span # 3 3 2.000 -0.27 4.11 0.07 Overall Maximum Deflections Load Combination Span Max.' " Defl Location in Span Load Combination Max. Defl Location in Span +D+L 1 0.0005 3.200 +D+L 43.0032 0.000 +D+L 2 0.0088 4.200 +0+4.. -0.0002 8.050 3 0.0000 4.200 +0+L -0.0058 2.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Concrete Beam Lic. # : KW-06002327 Description: exterior deck slab CODE REFERENCES Calculations per ACI 318-08, IBC 2009, ASCE 7-10 Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties fc fr= fc1I2 * 7.50 tv Density LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi = 410.792 psi = 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi Number of Project I itle: Engineer: Project Descr. Phi Values Flexure: 0.90 Shear : 0.750 0.850 Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Resisting Legs Per Stirrup = Load Combination 2012 IBC & ASCE 7-10 2 Droop L00801 Project ID: D2. T214, 6G;lAt:1 ENERCALC, INC 4, 1,14.9AVac6.14.9.4 Licensee PCS STRUCTURAL SOLUTIONS 12"wx65"h Span=3.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 6.50 in Span #1 Reinforcing.... 145 at 3.250 in from Bottom, from 0,0 to 8.0 ft in this span Span #2 Reinforcing.,.. 1-#5 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Span #3 Reinforcing.... 1-#5 at 3150 in from Bottom, from 0.0 to 8.0 ft in this span Applied Loads Loads on all spans... D = 0,080, L = 0.080 Uniform Load on ALL spans : D = 0.080, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi • Allowable Load Combination Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +0+Lr +D+S +040.750Lr+0.750L +D+0.750L+0.750S +D+0.60W +D+0.70E L = 0 080 k/ft Support 1 0.159: 1 Typical Section 0.6526 k-ft 4,110k-ft .20D+1.60Lr+0.50L 4.333ft Span # 2 Support 2 Support 3 1.170 0.910 0.351 0.273 0.585 0.455 1 170 0.910 0.585 0.455 0 585 0.455 1.024 0.796 1.024 0.796 0 585 0.455 0 585 0.455 12"wx65"h Spao,e 0 12" w x 65" h Span-20ft Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation . Far left is #1 Support 4 Desi« n OK 0.004 in Ratio = 21802 -0.003 in Ratio = 16538 0.009 in Ratio 10901 -0.006 in Ratio = 8268 I ills bIOCK Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 erolect I me: Engineer: Project Descr: Project ID: D1C ' Printed: 20 OCr 2014, 8:15AM Steel Beam Rio xt.,CltAte sVirAtiDO 11 iMOFF+146 ALQ'Btc,1983201441841 14*4,.yart.14 4. Lie. # : KW-06002327 Licensee . PCS STRUCTURAL SOLUTIONS Description : Load Combination exterior deck beam Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxJOmega +D+0.750Lr+0, 750L+0.450W Dsgn. L = 23.50 ft 1 0.625 0.086 67.00 -7.19 67.00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn. L = 3.75 ft 2 0.067 0.027 -7.19 7.19 179.17 107.29 1,00 1.00 3.83 240.08 143.76 +0+0.750L+0.750S+0.450W Dsgn. L = 23.50 ft 1 0.625 0.086 67.00 -7.19 67,00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn. L = 3.75 ft 2 0.067 0.027 -7.19 7.19 179.17 107.29 1.00 1.00 3.83 240.08 143.76 +0+0.750Lr+0.750L+0.5250E Dsgn. L = 23.50 ft 1 0.625 0.086 67.00 -7,19 67.00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn. L = 3.75 ft 2 0.067 0.027 -7.19 7.19 179.17 107.29 1,00 1.00 3.83 240.08 143.76 +0+0, 750L+0.750S+0.5250 E Dsgn. L = 23.50 ft 1 0.625 0.086 67.00 -7.19 67.00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn. L = 3.75 ft 2 0.067 0.027 -7.19 7.19 179.17 107.29 1.00 1.00 3.83 240.08 143.76 +0.60D+0,60W Dsgn. L = 23.50 ft 1 0.214 0.029 22.97 -2.46 22.97 179.17 107.29 1.00 1.00 4.22 240.08 143.76 Dsgn, L = 3.75 ft 2 0.023 0.009 -2.46 2.46 179.17 107.29 1.00 1.00 1.31 240.08 143.76 +0,60040.70E Dsgn. L = 23.50 ft 1 0.214 0.029 22.97 -2.46 22.97 179.17 107.29 1.00 1.00 4.22 240.08 143,76 Dsgn. L = 3.75 ft 2 0.023 0.009 -2.46 2,46 179.17 107.29 1.00 1.00 1.31 240.08 143.76 Overall Maximum Deflections Load Combination Span Max.' " Defl Location In Span Load Combination Max. '+` Defl Location in Span +D+L 1 1.5366 11.750 0.0000 0.000 2 0.0000 11.750 +D+L -0.7312 3.750 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 13.375 18.453 Overall MINimum 4.012 5.536 D Only 6.687 9.227 +D+L 13.375 18.453 +D+Lr 6.687 9.227 +D+S 6.687 9.227 +D+0,750Lr+0.750L 11.703 16.147 +0+0.750L+0.750S 11.703 16.147 +040.60W 6.687 9.227 +D+0.70E 6.687 9.227 +0+0.750Lr+0.750L+0.450W 11.703 16.147 +D+0.750L+0.750S+0.450W 11,703 16.147 +D+0.750Lr+0.750L+0.5250E 11.703 16.147 +0+0.750L+0,750S+0.5250E 11.703 16.147 +0.60D+0.60W 4.012 5.536 +0.60D+0.70E 4.012 5.536 D Only 6.687 9.227 Lr Only L Only 6.687 9.227 S Only W Only E Only H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 Stool Column Lic. #1 KW-0600232 Description : exterior deck column Code References eroiect t me: Engineer. Project Descr: Project ID: Dip Printed: 20 OCT 2014. 8:22Ati i, ensce , PC .STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Pipe4 x-Strong Allowable Strength 35.0 ksi 29,000.0 ksi 2012 IBC & ASCE 7-10 Overall Column Height 17.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 17.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 17.50 ft, K = 1.0 Applied Loads Service toads entered. Load Factors will be applied for calculations. Column self weight included : 264.871 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 17,50 ft, D =13.720, L= 13.720 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Va : Applied Vn / Omega : Allowable Load Combination Results 0.8964 :1 +D+L+H 0.0 ft 27.705 k 30.908 k 0.0 k-ft 9.658 k-ft 0.0 k-ft 9.658 k-ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum SERVICE Load Reactions.. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base Load Combination D Only +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H +D+0.750 L r+0.750 L+0 , 5250 E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+H +0.60D+0.70E+H Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.452 PASS 0.00 ft 0.896 PASS 0.00 ft 0.452 PASS 0.452 PASS 0.785 PASS 0.785 PASS 0.452 PASS 0.452 PASS 0.785 0.785 0.785 0.785 0.271 0.271 PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Maximum Shear Ratios Stress Ratio Status Location 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 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft I Itle block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block' selection. Title Block Line 6 Nrotec t I itle: Engineer: Project Descr: Project ID: Printed: 20 OCT 2014, &.22Ahi Description : exterior deck column Maximum Reactions Load Combination X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Axial Reaction @ Base DOny +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0,750L+H +D+0.750L+0.750S+H +0+0.60W+H +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+11 +0+0.750Lr+0.750L+0.5250E44 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations k k k k k k k k k k k k k k k k k k k k k 13.985 k 27.705 k 13.985 k 13.985 k 24.275 k 24.275 k 13.985 k 13.985 k 24.275 k 24.275 k 24.275 k 24.275 k 8.391 k 8.391 k 13.985 k k 13.720 k k k k k Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOny +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0,750L+0.750S+0.450W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Steel Section Properties : 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in Pipe4 x-Strom 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 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0,000 in 0.000 in 0,000 in 0.000 in 0.000 in 0.000 in 0.000 ill 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 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 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft me CHOCK une You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Column Lic. # : KW-06002327 Description : exterior deck column Steel Section Properties : Pipe4 x-Strong DePth rroject I me: Engineer: Project Descr = 4.500 in I xx = 9.12 104 S xx — 4.05 in"3 Diameter = 4.500 in R xx = 1.480 in WaU Thick = 0.338 in Zx = 5.530 rn^3 Area = 4.140 in"2 I yy = 9.120 in"4 Weight = 15.135 plf S yy = 4.050 inA3 Ycg = 0.000 in R yy = 1.480 in Proiect ID: Printed; 20 OCT 2014, 9:2241 Licensee : PCS STRUCTURAL SOLUTIONS J 18.200 in"4 Loads are total entered value. Arrows do not reflect absolute direction. eeA. j [! Rotor 2°,3 PSG' our AiSrs 4o(t.o6(i 6,0 EL - Structural Solutions T R Ad Project P S Subject Skeet Originating 0iiice:Seattle ❑ lkcoma pE�,r w�sr w e,31 V..) v4 52.a. Pt F 01.1r E.ac• Al- o41- Job No: t)141. Name: 4�`1'"' Date: Vb-Lz•!4 �,1 D tAf4 ex , 5.-1.,•410 So t t u. L 'Vet.- 2, A-vTe114-1- to. >1a% 1TEkir'-i'2 < r kikak T �! tz5 Lv & 1-5`k t t c., u e* to3„ y 14, o PS F ire• W M.L- t-o ' Lek i a�Z—�� :► to '' 24- `,l ( ) * S rr j>Cc.-K k4u SP�pi�t:L.S Wv ' ( Z) 24•ta a + 14sit {r 1 7,,, r) "/ (---\41 r FPS $, s- a 2.S%) t.4,ta = t148• tel Seattle !! 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs•structurat.cou, Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma.WA 98402 • tei: 253.383.2797 Title Block Line 1 You can change this area using the "Settings* menu item and then using the 'Printing & Title Block" selection. Title Bock Line 6 Concrete Slender Wall Lic. # : KW-06002327 Description : tilt up at exterior deck at grid line Project Title; En9ineer: Project Descr; Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General information fc : Concrete 28 day strength = Fy : Rebar Yield Ec : Concrete Elastic Modulus = X : Lt Wt Conc Factor Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = fc * Concrete Density Width of Design Strip One -Story Wall Dimensions A Clear Height B Parapet height 3.0 ksi 60.0 ksi 3,122.0 ksi 1.0 273.861 psi 0.01355 0.060 144.0 pd 24.0 in 24.40 ft 4.60 ft Wall Support Condition Top Pinned, Bottom F Wall Thickness Rebar at each face Rebar "d' distance Lower Level Reber ... Bar Size Bar Count in Strip Widtt Vertical Loads Vertical Concentrated Loads . „ Applied to hill "Strip Width' Beam Load Load #1 Eccentricity 7.0 in Dist. from Base 24.40 ft Lateral Loads Full area WIND bad Fp 1.0 Point Lateral Load Distributed Lateral Load Distributed Lateral Load 12.20 psf 24.60 psf Lr A DL • Dead 3.090 6.0 in 1.250 in 5 6.0 Lr ; Roof Live Wall Weight Seismic Load Input Method Seismic Wad Lateral Load L E 2.040 E 0.1480 0.1480 k W Wit k/ft Project ID: NrIVA.'2.01.2):914.f“;.0AM CAbserAliratn00CUME-11ENERCA--11PSF0FF-1.EC6 ENERCA1.0 INC.1963-2014,8011,14,9.4,Ver6,14.9.4 Licensee : PCS STRUCTURAL SOLUTIONS Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 100.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 f Rom Elm W Wind Direct entry of Lateral Wall Weight 24.60 psf Height 13.0 ft Endpoints from Base top bottom 15.0 0.10k/ft 29.0 20.50 k/ft (Applied to full "STRIP Width') (Applied to full "STRIP Width") 'me Brock Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Concrete Mende _ic. # : KW-06002327 Description : tilt up at exterior deck at gild line DESIGN SUMMARY Governing Load Combination ... Nrotect i itle: Engineer: Project Descr: Project ID: 0 t 1 Printed: 20 OCT 2014, 9:00AM tits v i}. lser✓1 .E0 E<ALC, .1::< .F 4,8nId814 Veid34U Licensee : PCS STRUCTURAL SOLUTIONS Results reported for "Strip Width" of 24.0 In Actual Values Allowable Values PASS PASS PASS Moment Capacity Check +1.40D Service Deflection Check E Only Axial Load Check +1.40D Reinforcing Limit Check PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.06*fc*b*t k k +1.40D at 21.96 to 22,77 2.873 12.960 Design Maximum Combinations - Deflections Mcr k-it 1.64 Maximum Bending Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Location Controlling As(bd Stress Ratio = 2.221 k-ft 209.398 1.398 in 39.899 psi 22.367 ft 0.01632 Mcracking Maximum Reactions . Top Horizontal Base Horizontal Vertical Reaction Mu k-ft 1.11 3.286 k-ft 0.08853 Phi * Mn Max Allow Ratio Max. Allow. Dell. 0.06 * fc 25.090 k-ft 100.0 2.928 in 180.0 psi As/bd = 0.0 rho bal 0.01355 Minimum Phi Mn 24.971 k-ft . for Load Combination.... E Only E Only D Only Moment Values Phi Phi Mn As k-ft nA2 0.90 12.54 0.930 As Ratio 0.6 * rho bal 0.0163 0.0135 3.028 k 3.902 k 7.266 k Load Combination Axial Load Pu k Moment Values Mcr Mactual Stiffness I gross I cracked I effective II1'3 in`4 ,nA4 Deflections Deflection Defl. Ratio In D Only at 15.45 to 16.27 W Only at 13.83 to 14.64 E Only at 13.01 to 13.83 Reactions - Vertical & Horizontal Load Combination D Only Lr Only L Only S Only W Only E Only H Only 2,520 1.64 0.000 0.00 0.000 0.00 0.000 0.00 0.000 1.64 0.000 1.64 0.000 0.00 Base Horizontal 0.1 k 0.0 k 0.0 F. 0.0 k 0.4 k 3.9 k 0.0 k 0.44 216.00 108.13 162.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.45 216.00 105.92 162.000 6.69 216.00 105.93 105.925 0.00 0.00 0.00 0.000 Top Horizontal 0.11 k 0.00 k 0.00 k 0.00 k 0.35 k 3.03 k 0.00 k 0.068 0.000 0.000 0.000 0.071 1.398 0.000 4,279.4 0.0 0.0 0.0 4,147.4 209.4 0.0 Vertical @ Wall Base 7.266 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. TM? 41.0 Line 6 - Concrete Slender Wall Lic. # : KW-06002327 Description : tilt up at exterior deck at mid pier Project Descr: Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information fc : Concrete 28 day strength = 3.0 ksi Fy : Reber Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi X : Lt VVt Conc Factor = 1.0 Fr : Rupture Modulus = 273.861 psi Max °i) of p balanced = 0.01355 Max Pu/Ag = fc * = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 30.0 in One -Story Wall Dimensions A Clear Height = 27.0 ft B Parapet height = 2.0 ft Wall Support Condition Top Pinned, Bottom F Lateral Loads Full area WIND load Fp 1.0 Point Lateral Load Distributed Lateral Load Distributed Lateral Load D 0 12.20 psf 24.60 Pe Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar.. Bar Size Bar Count in Strip Widtt 1.250 in 5 7.0 rluicLLL. 11 I 4— F041.* ttUwAtinitIDOCUME-IVERCA-11PSFOFF-1,ECS ENERCALC, Nt 19034013, euirt6.1341.31.W413.131 Ltccnsee PCS STRUCTURAL SOLUTIONS 6.0 in Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 100.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 Wall Weight Seismic Load input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 24.60 psf Lr L E W 2.0 0.1480 0.1480 k hitt icIft Height 13.0 ft Endpoints from Base lop bottom 15.0 0,10 kin 29.0 20.50 k/ft 1 (Appijvcj tc flit/ 'SI RiP rou can cnange tills area using the "Settings" menu item and then using the "Printing & Title Block' selection. Me Molt Line 6 Concrete Slender Wall I:":-0C3002327 Description ; VI up at exterior deck at mid pier DESIGN SUMMARY Governing Load Combination PASS Moment Capacity Check +1.20D+0.50L+0.20S+E PASS Service Deflection Check D+L+S+E/1.4 PASS Axial Load Check +1.20D+0.50L+0.20S+E Reinforcing Limit Check PASS Minimum Moment Check +1.40D Design Maximum Combinations • Moments Axial Load Load Combination Pu 0,06*fc*b*t ..,_,. H...._.. _ -- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 +1.200+1,60Lr+0,80W at 0.00 to 0.80 0.000 12.960 +1.20D+1.601r-0.80W at 0.00 to 0.90 0.000 12.960 0,000 0.000 +1.20D+1.60S+0.80W at 0.00 to 0.90 0.000 12.960 +1.20D+1,60S-0.80W at 0.00 to 0.90 0.000 12.960 +1,20D+0,50Lr+0.50L+1.60W at 0.00 to 0.90 0.000 12.960 +1.200+0.50Lr+0.50L-1.60W at 0.00 to 0.90 0.000 12.960 +1.200+0.50L+0.50S+1.60W at 0,00 to 0.90 0.000 12.960 +1.20D+0,50L+0.50S-1.60W at 0.00 to 0.90 0.000 12.960 +1,20D+0.50L+0.20S+E at 0.00 to 0.90 0.000 12.960 +1.20D+0.50L+0.20S-1.0E at 0.00 to 0.90 0.000 12.960 +0.90D+1.60W at 0.00 to 0.90 0.000 12.960 +0.90D-1.60W at 0.00 to 0.90 0.000 12.960 +0.90D+E at 0.00 to 0.90 0.000 12.960 +0.900-1.0E at 0.00 to 0.90 0.000 12.960 Design Maximum Combinations - Deflections Axial Load Load Combination Pu 0 +L +W at 15.30 to 16.20 0+L+W+S/2 at 15.30 to 16.20 D+L+S+W/2 at 15.30 to 16.20 D+L+S+E/1.4 at 14.40 to 15.30 D + 0.5(L+Lr) +0.7W at 15.30 to 16.20 D +0,5(L+Lr)+0.7E at 14.40 to 15.30 0.000 0.986 0.986 0.986 1.051 0.986 1.051 Project Descr: , nrifitii% 20 JAN 2014. b 0 PM 1 Ver.6.t3.8.31 Lia`115,.^0 . PCS STF. UC T ORAL SOLUTUONS Results reported for "Strip Width" of 30.0 In Actual Values , . . Maximum Sending Stress Ratio = Max Mu -26.388 k-ft Min. Defl. Ratio 255.20 Max. Deflection 1.270 In Max Pu / Ag 5.320 psi Location 0.450 ft Controlling As/bd 0.01523 Mcracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction Allowable Values 0.8550 Phi*Mn Max Allow Ratio Max. Allow. Defl. 0.06 fc 30.863 k-ft 100.0 3.240 In 180.0 psi As/bd = 0.0 rho bal 0.01355 4.108 k-ft Minimum Phi Mn for Load Combination.... E Only E Only D+L+S+E11.4 30.667 k-ft 2.718 k 4.529 k 5.220 k Moment Values Mcr Mu Phi Phi Mn As Aft r`'2 0.00 0.00 0.00 0.00 1.64 1.64 0.00 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 0.00 0.00 0.00 0.00 0.89 0.89 0.00 0.89 0.89 1.70 1.70 1.70 1.70 10.56 10.56 1.70 1,70 10.52 10.52 Moment Values Mcr Mactual k-ft f-tt 0.00 1.64 1.64 1.64 1.64 1.64 1.64 0.00 0.61 0.61 0.31 4.27 0.43 4.18 0.00 0.00 0.00 0.00 0.90 0.90 0.00 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 I gross 0.00 216.00 216.00 216.00 216.00 216.00 216.00 0.00 0.00 0.00 0.00 12.35 12.35 0.00 12.35 12.35 12.35 12.35 12.35 12.35 12.35 12.35 1235 12,35 12.35 12.35 0.6 * As Ratio rho bal 0.000 0.000 0.000 0.000 0.868 0.868 0.000 0.868 0.868 0.868 0.868 0.868 0.866 0.868 0.868 0.868 0.868 0.868 0.868 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0,0000 0.0152 0.0135 0.0152 0.0135 0.0000 0.0000 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 0.0152 0.0135 Stiffness Deflections I cracked I effective Deflection Dell Ratio rn`4 in 0.00 101.58 101.58 101.58 101.65 101.58 101.65 0.000 162.000 162.000 162.000 101.654 162.000 101.654 0.000 0.119 0.119 0.059 1.270 0.083 1.243 0.0 2,730.2 2,730.2 5,460.4 255.2 3,900.3 260.7 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block lkr 8 cnlVultler • Project Descr: r�ujottiu. Primed: 20 .1AN 2014, Concrete Slender Wall # KW-06002327 1;R eali ' wig PCS ST?UC:TURAL Si;LlliiONS Description : tilt up at exterior deck at mid pier Reactions - Vertical & Horizontal Load Combination Base Horizontal D Only S Only W Only E Only D+L+Lr D+L+S D+L+W+Sl2 D+L+S+Wf2 D+L+8+EJ1.4 0.0 k 0.0 k 0.5 k 4.5 k 0.0 k 0.0 k 0.5 k 0.3 ► 3.2 k Top Horizontal 0.00 k 0.00 k 0.37 k 2.72 k 0.00 k 0.00 k 0.37 k 0.19 k 1.95 k Vertical ta Wall Base 5.220 k 0.000 k 0.000 k 0.000 k 5.220 k 5.220 k 5.220 k 5.220 k 5.220 k a PCS Project: Job No Ct Z� Subject: Sheet Name. Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date• 'IL' ' 1* , c...---tA— So u rA- E I S C.A -O i t-1 S t o 03 Vu el2 4 (1,b()(t354 �(t,a*s-(,1-s) =8 13, eaovr` t.3'3 t 34- 1 /eet-r 4 i' e 0 L`'r G�. i tp mac.. IN i tJ 1 P c.rTi�� Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pes-structural.com Tacoma i 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tei: 253.383.2797 • Seattle Tacoma PCS Structural Solutions 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5 dirrnI AA 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.279/ www.pcs-structuraicom STRUCTURAL CALCULATIONS FOR PSF MECHANICAL world Headquarters Elevator Support /Bask St Revision 11621 East Marginal Way Tukwila, YVA 98168 Prepared by PCS Structural Solutions REVISION Na J 14-021 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 21 2014 rCity of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 1.4.2014 October q, 2014 PERMIT CENTER �IW-o Ily a PCS Project: Job No Subject- Sheet Name: Structural Solutions Originating Office: D Seattle Tacoma Date. 1...E\frk-rogs oPeboi0.1— 1 , Seattle 411 Phit4Avetue;'Sdite 620 • Seattle, WA 98104 WI: 206.292.5076 www.pcs-structural.corri Tacoma t250 Pacific Avenue,,Suite 701 • Tacoma, WA 98402 • tell: 253.383.2797 EI LedA-Tok- $ *Mr t,.oktS SPECIFICATIONS AND DATA CAR 01 - GENERAL DATA CLASSIFICATION GENERAL IMPOSE/PASSE/Mt CAPACITY 3500 tbs SPEED, UP/DN (NOMINAL) 1?5 FPM SPEED, UP/DN (ACTUAL) + DR - 10% OPERATION SELECTIVE COLLECTIVE AUTOMATIC CONTROL30A LANDINGS/OPENINGS 3 LANDINGS ( 3 F/ 0 R OPENINGS) RISE 19'-3' POWER SUPPLY (+SS)208-3-60 POWER FAIL OPERATION RESCUVATOR cc CAR ENCLOSURE (TYPE) FRAM - 125 a CAR GUIDE SHOES/ROLLERS (TYPE> 5' SLIDING CAR TOE GUARD (LGTH) 24.00' PLATFORM (TYPE). PLYWOOD - STEEL FRAME FLOOR RECESS 0,38' NET INSIDE CAB AREA 36,$4 SQ. FT. HIIISTWAY EQUIPMENT BUFFERS (TYPE/STROKE) SPRING /2.5' CAR RAILS RF-9 MAXIMUM BRACKET SPACING 11'-4' [MACHINE & FIELD LINE PUMP (MFR/SIZE/TYPE) A4PIC-217M MOTOR 30 H.P, WORKING PRESSURE AT PUMP (P5) 463 PSI RELIEF PRESSURE (P7) 556 PSI MAX. SYSTEM WORKING PRESSURE RATING 600 PSI RELIEF VALVE/BY-PASS (SIZE) UV-5AT-.75 FEED LINE (SIZE/SCH. NO) 2.38 O.D. SCHED 40 (0.15") HYDRAULIC OIL (TYPE) CITGO TRANSGUARD THE (QTY) 132 US GAL JACK ASS'Y (TYPE/PKG) 330A 2-STAGE JACK (75-2N) WORKING PRESSURE AT JACK (P3) 427 PSI ¢'LUNGER O.D. (EQUIVELANT) 4,64' PLUNGER LENGTH 248.50' Lo STAGE 1 STAGE 2 STAGE 3 4'LUNGER SECTION D. D. 2.970' 3.560' N/A PLUNGER SECTION WALL THICK, 0.165' 0,165' N/A 6 ICYLINDER O.D. 4.151' Q CYLINDER WALL THICK. 0.165' CYLINDER LENGTH 171.6' CYLINDER PR❑TECTION (TYPE) N WEIGHT CAR 2537# GROSS WEIGHT 6449 tbs PUMP UNIT 1562 lbs CONTROLLER _ 100# JACK ASS'Y EACH 273.0 tbs PIT REACTION RAIL REACTIONS SYNCH. BAR HOISTBEAM CAR NO. JACK (21R1) BUFFER R2 F P HK HE QI 12683 lbf 17070, tbf 223,75 lbf 197.22 tbf 546. tbs 5000 tbs (40tSrCici`k*A NON -SEISMIC WIN -SEISMIC 6 1624,78 tbf 828.54 lbf SEISMIC SEISMIC ,L��� MITE, PIT REAC1106 1WtUBE N.LINNACE fat Bev �.; Schindler Elevator Corp. 330A HYDRAULIC ELEVATOR PLANS AND DETAILS • }11STWAY SYNCH, • - Gettysburg Elevator Plant 0 — SYNCH. LOAD PER SIDE F BAR LOAD DIAGRAM RAIL LOAD - .. DIAGRAM 1200 Biglerville Road Gettysburg, PA 17325 Schindler USA —r BUILDING: AFIYA APARTMENTS — LOCATION: 1082 MAIN ST SPRINGFIELD, OR, 97477 — OWNER: —01 VI,COLORYR IN 2-FEB- 2011 JCL, ARCHITECT: BERGSUND & DELANY — SUB REVISION DATE & APP'L ENGINEER: Juan Galeano -"APPROVED FOR CONSTRUCTION; SUB 01 GENERAL CONTRACTOR:MEILI CONSTRUCTION —APPROVED FOR MANUFACTURE, SUB 01 DRAWN BY: Juan Galeano DATE: 2/2/2011 -'LAYOUT APPROVED BY: ARCHITECT DATE: 27-3x- 2010 CONTRACT CAR SUB. SHEET - HGF7629 01 01 2 OF 9 WE INVITE YOU TO VISIT OUR WEB SITE: http://www.us.schindter.corr Project: Subject: Sheet Job No. i "i ri Name• Structural Solutions Originating Office: ' . Seattle /s4 Reek S 6 Poi. L,..-� tom'' 66- = tZo ft-F 1,04 Zoe) P sF Tv � Pu0Q-44 4J P = g 64t, Cc 2.ts. i4-'- a- 445, 4- G��.. ti pe,ta "- F 1# evA to' � _ ice:. 2,32U 4 15 5.4 - T.5.T :. !t,.,P-', ❑ Tacoma Date: `'tr sp 4S'Q4 2�.x R ` MwJ £Ef - - Et-)Ev- ki„Ac, C=D l,c,.O W S 211 */2_ q e)* (2\ (poi!) ; �3 T 1,e-c6It 1(24 zb = 5 24-0 Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tei: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tei: 253.383.2797 www.pcs-structural.com n me rsIOCK une i Yoy can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Ft�e Block line 6 Wood Beam Description : puriin at elevator shaft CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination 2012 IBC & ASCE 7-10 Wood Species Wood Grade Beam Bracing rruieu i me. Engineer: Project Descr: Fb - Tension Fb•Compr Fc- Prll Fc - Perp : No.1 Fv Ft : Beam is Fully Braced against lateral -torsion buckling : Douglas Fir - Larch Project ID: ;Tinted:: MAY 2014,10:17/M File = C:1UsersUimMDOCUME-11ENERCA-10SFOFF 1 EC8 ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver.6.14.1.26 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi E : Modulus of Elasticity Ebend- xx 1700 ksi Eminbend - xx 620ksi Density 32.21 pcf oru.+zi sra2) Span =8.0ft Applied Loads Uniform Load : D = 0,0150, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.910 1 2.5x9 910.22psi 1,000.00 psi +D+S+H 4.000ft Span # 1 Service Toads entered. Load Factors will be applied fo Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.072 in Ratio = 0.000 in Ratio = 0.115 in Ratio = 0.000 in Ratio = 1336 0 <360 835 0 <180 calculations. 0.388 : 1 2.5x9 69.76 psi 180.00 psi +D+S+H 7.270 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Ci Cr Cm D Only Length = 8.0 ft 1 0.341 0.145 Length = 8.0 ft 1 0.341 0,145 +D+Lr+H Length = 8,0 ft 1 0.341 0.145 +D+S+H Length = 8.0 ft 1 0.910 0.388 +0+0.750Lr+0.750L+1-1 Length = 8.0 ft 1 0.341 0.145 +D+0.750L+0.750S+1-1 Length = 8,0 ft 1 0.768 0.327 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values C t CL M fb Pb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shear Values V fv Fv 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 0.96 341.33 0.96 341.33 2.56 910.22 0.96 341.33 2.16 768.00 0.00 1000.00 0.00 1000.00 0.00 1000.00 0.00 1000.00 0.00 1000.00 0.00 1000,00 0.00 0.39 0.00 0.39 0.00 0.39 0.00 1.05 0.00 0.39 0.00 0,88 0.00 26.16 0.00 26.16 0.00 26.16 0.00 69.76 0.00 26.16 0,00 58.86 0.00 180.00 0.00 180.00 0.00 180.00 0,00 180.00 0.00 180.00 0.00 180.00 I lil@ t3lOCK une 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Blodc" selection. Title Blodt thle6 Wood Beam K4J-U6002327 Description purlin at elevator shaft Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b +D+0.60W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 180.00 +0+0.70E+11 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 180.00 +D+0.750Lr+0.750L+0.450W+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 160.00 +0+0.750L+0.750S+0.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.768 0.327 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 768.00 1000.00 0.88 58.86 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 8.0 ft 1 0.768 0.327 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 768.00 1000.00 0.88 58.86 180.00 +0.60D+0.60W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.205 0.087 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.58 204.80 1000.00 0.24 15.70 180.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.205 0,087 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.58 204.80 1000.00 0.24 15.70 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Dell Location in Span riuieaa iiuo. Engineer: Protect Descr: Project ID: F1inYd. 4 MAY 2014,10:17AM File = 11EtaCA-1WSFQF -1.EC8 ENERGU.c,1NC.1£03 2014, Eltilditt1.213, Vall.14.126 Licensee ' PCS STRUCTURNL SOLUTIONS E4 Moment Values Shear Values V fv F'v D+S 1 0.1149 4.029 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 �veraliKia �►X1mum 1.280 1.280 Overall MINimum 0.480 0.480 D Only 0.480 0.480 S Only 0.800 0.800 D+S 1.280 1.280 SCAFCO® Steel Stud Mfg Co. 6.5 Combined Axial and Lateral Load Tables Allowable Combined Axial and Lateral Load Tables Wait Haight (ft) Spacing (In.) o.c. 33 60081390460 �� ' < 43 �,; Y: . 54 NO* !a 9 5 pf Lateral 80091E2-(m 31 kW 33 33 Load ) 14 301aN 00 , ; 97 • ��' - 3��GIif -33 . 44 ) 68 8 12 16 24 1,88 1.88 1,88 2.62 2.62 262 3,90 3.90 3.90 5.14 5.14 5.14 7. 2 7.62 7.62 255 2.55 2.55 3.52 3.52 3.52 5.72 5.72 5.72 7.58 7.56 7.56 11,50 11.50 11.50 2.99 299 2.99 4,44 4.44 4.44 f 7,56 7.56 10.02 10,02 10.02 t 15.60 15.60 9 12 16 24 1.88 1.88 1.88 2.82 2,62 262 3.90 3.90 3.90 5.14 5.14 5.14 7.62 7.62 7.62 2.55 2.55 255 3.52 3.52 3.52 6.72 5.72 5.72 7.56 7.56 7.58 11.50 11.50 11,50 2.97 2.97 2.97 4.40 4.40 4.40 7A6 7.46 7,46 9,89 9.89 9.89 15.38 15.38 15.38 10 12 16 24 1.88 1.88 1.88 2.62 2.62 162 3.90 3.90 3.90 5.14 5.14 5.14 7.82 7.82 7.62 2.54 2.54 2.54 3.52 3.52 3.52 5.72 5.72 5.72 7.56 7.56 7.56 11.50 11.50 11.50 2.95 2,95 295 4,35 4.35 4.35 7.33 7.33 7.33 9,72 9.72 9.72 15.11 15.11 15.11 12 12 16 24 1.88 1,88 1.88 2.62 2.62 2.82 3.90 3.90 3.90 5.14 5.14 5.14 7.82 7.62 7.62 249 2,49 2.49 3.44 3.44 3.44 5.60 5.60 5.60 7.62 7.52 7.52 11.50 11.50 11.50 2.88 2.88 2.88 4.22 422 4.22 _ 6.99 6.99 6.99 927 9.27 9.27 14.40 14A0 14.40 14 12 16 24 1,88 1.88 1.88 2.62 w 4111010 3.90 3.90 II 3.90 5.14 5.14 5.14 7.62 7.62 7.62 2.40 2.40 2.40 3.33 3.33 3,33 5.32 5.32 5.32 7.13 7.13 7.13 11.28 11.28 11.28 2.78 2.78 2.78 4.04 4.04 4.04 6.55 6.55 6.55 8.68 8.68 8.68 13.45 13,45 13.45 16 12 16 24 1.88 1.88 1.847 2.62 2.82 3.90 3.90 3.90 5.14 5.14 5.14 7.62 7.82 7.62 2.29 2.29 2.09 3.17 3.17 3.17 _ 4.94 4.94 4.94 6.62 6.62 6.62 10.42 10.42 10.42 2.65 2.66 2.49 3.82 3.82 3.82 6.01 6.01 6.01 7.97 7.97 7.97 12.32 12.32 12.32 Wag Haight () Spacing (In.) o.c. 33 60081374mie) 33 33i 43 ' S4 N ksi 68 97 5 psf Lateral d008162{Md.) 1s kW 43 Load 54 S kW 8¢ . . $3 60032004mile) 33 hal 1t 94 SO lat 9E 8 12 16 24 1.79 1.79 1.79 2.50 2.50 2.50 3.62 3.62 3.62 4.80 4,80 4.80 7.27 7,27 7.27 f2 49 249 2,49 3.44 3.44 3,44 • 5.51 5.51 5.51 T. 7.32 7.32 11, 11.33 11.33 3.07 3.07 3.07 4.58 4.58 4.58 7.85 7.85 7.85 10 38 10.38 10.38 1 ,07 16.07 16.07 9 12 16 24 1,79 1.79 1.79 2.50 2.50 2.50 3.82 3.62 3.62 4.80 4.80 4.80 7.27 7.27 727 2,49 249 2.48 3.44 3A4 3.44 5.51 5,51 5.51 7.32 7.32 7,32 11.33 11.33 11.33 3.07 3.07 3.07 4.58 4.58 4.58 7.85 7,85 7.85 • 10.38 10.38 10,38 16.07 16.07 18.07 10 12 16 24 1.79 1.79 1.79 2.50 2.50 2.50 3.62 3,62 3.62 4.80 4.80 4.80 7.27 7.27 7.27 2.49 249 2.49 3.44 3.44 3.44 5.51 5,51 5.51 7.32 7.32 7.32 11.33 11.33 11.33 3.07 3.07 3.07 4,58 4,58 4.58 , 7,85 7.85 7,85 10.38 10.38 10,38 16,07 18.07 16.07 12 12 16 24 1.79 1.79 1.79 2.50 2.50 2,50 3.82 3.62 3.62 4,80 4.80 4.80 7.27 7.27 7.27 2.49 2.49 2A9 3.44 3,44 3.44 5.51 5.51 5.51 7.32 7.32 7.32 11.33 11.33 11.33 3.07 3.07 3.07 4.58 4.58 4_58 7.85 7.85 7.85 10.38 10,38 10.38 16,07 16.07 16.07 14 12 16 24 1.79 1.79 1.79 250 250 2.50 3.62 3.62 3.62 4.80 4,80 4.80 7.27 7.27 7.27 2.49 249 2.49 3.44 3,44 3,44 5,51 5.51 5,51 7.32 7.32 7.32 11.33 11.33 11.33 3.03 3,03 3.03 4.51 4.51 4.51 7,70 7.70 7.70 10.25 10,25 10,25 18.07 16,07 16.07 16 12 18 24 1,79 1.79 1.79 2.50 2.50 2.50 3.62 3.62 3.62 4.80 4.80 4.60 7.27 7,27 7.27 2.49 2.49 _ 249 3.44 3.44 3.44 _ 5.51 5.51 5.51 7.32 7.32 7,32 11.33 11.33 11.33 2.97 2.97 2.97 4A0 4,40 4.40 7.41 7.41 7.41 9.87 9,87 9.87 15.52 15.52 15.52 Wag Height Spacing (in.) o.c 18081524n asiai 33 .) 901(fi' '" 15 342$1374m8t) 33 Sal 2 psi Lateral Load 15 lai 4 3628182-(mils) . 331ca1 '. S0 ksi 3628200-(mils) 331tal " 501a1 .7 8 12 16 24 3 1.86 1,496 2.76 2.76 2.517 4% 4,09 4.09 5,114 5.14 5.14 1.7 1.50 1.166 2 2.32 2.047 3 3.42 3,42 4,442 4.42 4.42 2.08 1.96 1.596 2.85 2.85 2.64 4 7 4.27 4.27 5,44 5.44 5,44 2.49 2.41 2.007 3.50 3.50 3.30 5.34 5.34 5,34 .76 6,76 6.76 9 12 18 24 1.80 1,576 1.138 2.88 2.537 2.096 3.83 3.83 3.716 4.80 4.80 4.807 1.467 1.256 0.883 2.26 2.107 1.708 3.27 3.27 - 3.216 4.19 4.19 4.197 1.90 1.676 1.236 2.75 267 2.246 4.04 4.04 3.997 5.12 5.12 5.12 2.34 2.087 1.606 3.37 3.31 2.807 5.02 5.02 5.02 6.32 6.32 6.32 10 12 16 24 1.536 1.266 0,783 2447 2176 1.683 3,83 3.537 3,116 4.43 4,43 4A06 1.246 1.006 0.563 2.051 1.808 1.353 3.07 3.076 2.746 3.91 3,91 3.836 1,638 1.378 0,883 2.59 2.326 1.826 3.78 3.787 3,496 4,75 4.75 4.756 2,047 1,746 1203 3.19 2.877 2296 4.68 4,68 4.326 5.85 5.85 5.857 12 12 16 24 1.003 0.712 0.182 1.786 1.473 0.912 2.836 2.546 2.033 3.648 3.576 3.073 0.803 0.532 1.506 1.213 0,692 2.566 2.303 1,84,2 3.306 3.186 2.703 1.103 0.803 0.262 1.936 1.613 1.042 3.118 2816 2.273 3,947 3.936 3.403 1.436 1.083 0.472 2.386 2.016 1.343 3..897 3.548 2.923 4,82 4.626 4.346 14 12 16 24 0,582 0.262 1,192 0.872 0.322 2,023 1.732 1.222 2.858 2,563 2.052 0,422 0.142 0.992 0.692 0.161 1,863 1.592 1.132 2.563 2.283 1,792 0.652 0242 1.323 0,992 0.422 2.243 1.933 1.402 1146 2.833 2.302 0.883 0.532 1.653 1:263 0.582 2.808 2.453 1.842 3.926 3,586 2983 16 12 16 24 0.232 0.722 0.422 1.411 1.132 0.651 2.082 1.802 1.322 0.132 0.582 0.291 1.312 1.062 0.611 1.872 1.602 1.131 _ 0,292 0.832 0,512 1,582 1.292 0.771 2.313 2.012 1.502 0,452 0.112 1,082 0.682 2.003 1.662 1.072 2.913 2583 2012 1 Deflection exceeds U120 2 Deflection exceeds U240 3 Deflection exceeds U360 See Combined Axial and Lateral Load Table Notes on 6 Deflection exceeds L/600 7 Deflection exceeds U720 - If not noted, deflection is less than U720 page 20. 21 we MOCK Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 riujeu liU . Engineer: Project Descr: Project ID: , E10 Primed: 9 MAY 2014, l J 96AM Steel Column Li .. KW-06002327 escription : elevator column Code References FNe = C:1UsersUimh1000UME-11ENERCA-11PSFQFF-1.EC6 ENERCALC, .1983.2014, Build:6.14,1.26 Ver.814.1.26 License : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information Steel Section Name : HSS5x5x1/4 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Allowable Strength 46.0 ksi 29,000.0 ksi 2012 IBC & ASCE 7-10 Column self weight included : 218.170 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 14.0 ft, Xecc = 5.000 in, L = 2.50 k BENDING LOADS .. Lat. Point Load at 6.0 ft creating My-y, E = 2.320 k Lat. Point Load at 13.0 ft creating My-y, E = 2.320 k DESIGN SUMMARY Overall Column Height 14.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 14.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis budding = 14.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum kn;ation values are ... Pa : Axial Pn / Omega : Allowable Ma-x ; Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are .. Va : Applied Vn I Omega : Allowable Load Combination Results 0.3597 : 1 +D+0.70E+H 6.013 ft 0.2182 k 71,146 k 0.0 k-ft 17.468 k-ft 6.256 k-ft 17.468 k-ft 0.06654 : 1 +D+0.70E+H 13.060 ft 2.204 k 33.124 k Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.5909 in at for load combination :E Only 3.149 k 1.491 k 0.0 k 0.0 k 0.0ft above base 6.953ft above base Load Combination D Only +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+1-1 +0.60D+0.60W+H +0.60D+0.70E+H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.003 0.078 0.003 0.003 0.059 0.059 0.003 0.360 0.059 0.059 0.264 0.264 0.002 0.359 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 13.91 ft 0.00 ft 0.00 ft 13.91 ft 13.91 ft 0.00 ft 6.01 ft 13.91 ft 13.91 ft 6.01 ft 6.01 ft 0.00 ft 6.01 ft Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.002 PASS 0.00 ft 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft 0.067 PASS 13.06 ft 0.002 PASS 0.00 ft 0.002 PASS 0.00 ft 0.052 PASS 13.06 ft 0.052 PASS 13.06 ft 0.000 PASS 13.06 ft 0.067 PASS 13.06 ft I ILIG LIMA" 61IIG I You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Description : elevator column Maximum Reactions • Unfactored r 1 vtct.t !RIG. Engineer: Project ID: Project Descr: Printed: 9 MAY 2014,10:5AM Ale = fug-1.t c s ENERCAt.G, INC.1902014. B .14.1.26s, Ver:6.14.1.26 Note: Only non -zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base © Top © Base © Top @ Base L Only 0.074 0.074 k k 2.500 k E Only -1.491 3.149 k k k D+L 0.074 0.074 k k 2.718 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance L Only -0.0492 In 8.174 ft 0.000 in 0.000 ft E Only 0.5909 in 6.953 ft 0.000 in 0.000 ft D+L -0.0492 In 8.174 ft 0.000 in 0.000 ft Steel Section Properties : HSS5x5x114 Depth = 5.000 in I xx 16.00 in"4 S xx = 6.41 in"3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in"3 Area = 4.300 in^2 I yy = 16.000 inA4 Weight = 15.584 plf S yy = 6.410 in^3 R yy = 1.930 in Ycg 0,000 in J 25.800 in"4 C 0 v = 10.500 iO3 2*I-y Loads Loads are total entered value. Arrows do not reflect absolute direction. 1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the °Printing & Title Block' selection. Title Block Li Steel Beam Lic. KW-05002327 Description : Hoist beam i-'roject i we: Engineer: Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination iBC 2012 ca) Project ID: &$ x.d:IiJUL 2014,6:444,1 Flle = 11ENERCA-11PSFOFF t.ECB ENERCALC, INC. 1983-2014, Build:6.14.6.15,Ver:6.14.6.15 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads Span = 8,50 h W8x18 Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: L=5.0kto�4.250ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.251: 1 Maximum Shear Stress Ratio = W8x18 Section used for this span 10.625 k-ft Va : Applied 42.415 k-ft Vn/Omega : Allowable +D+L+H Load Combination 4.250ft Location of maximum on span Span # 1 Span # where maximum occurs 0.062 in Ratio = 1,644 0.000 in Ratio = 0 <360 0.062 in Ratio = 1644 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Design 0 0.067 : 1 W8x18 2.50 k 37.444 k +D+L+H 0.000 ft Span # 1 Mmax + Mmax - Ma - Max Mnx Max/Omega Cb Rm +D+H Dsgn. L = 8.50 ft 1 Dsgn. L = 8.50 ft 1 +D+Lr+H Dsgn. L = 8.50 ft 1 +D+S+H Dsgn. L = 8.50 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 8.50 ft 1 +D+0.750L+0.750S+H Dsgn. L = 8.50 ft 1 +D+0.60W+H Dsgn. L = 8.50 ft 1 +D+0.70E+H Dsgn. L = 8.50 ft 1 +D+0.750Lr+0.750L+0.450 W+H Dsgn. L = 8.50 ft 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 8.50 ft 1 +D+0.750L+0,750S+0.5250E+H Dsgn. L = 8.50 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 8.50 ft 1 0.000 0.251 0.067 0.000 0.000 0.188 0.050 0.188 0.050 0.000 0.000 0.188 0.050 0.188 0.050 0.188 0.050 0.000 Summary of Shear Values Va Max Vnx VnxlOmega 58.81 35.22 1.00 1.00 10.63 10.63 70.83 42.42 1.32 1.00 58.81 35.22 1.00 1.00 58.81 35.22 1.00 1.00 7.97 7.97 70.83 42.42 1.32 1.00 7.97 7.97 70.83 42,42 1.32 1.00 56.81 35.22 1.00 1.00 58.81 35.22 1.00 1.00 7.97 7.97 70.83 42.42 1.32 1.00 7.97 7,97 70.83 42.42 1.32 1.00 7.97 7.97 70.83 42,42 1.32 1.00 58.81 35,22 1,00 1.00 -0.00 2.50 -0.00 -0.00 1.88 1.88 -0.00 -0.00 1.88 1.88 1.88 -0.00 56.17 56.17 56.17 56.17 56.17 56.17 56.17 56.17 56.17 56.17 56.17 56.17 37.44 37.44 37.44 37.44 37.44 37.44 37.44 37.44 37.44 37,44 37.44 37.44 'Title Block Une 1 You can change this area using the 'Settings` menu item and then using the "Printing & Title Block' selection. Title Block Une 6 Steel Beam LIc 4 KW-06002327 Description : Hoist beam Load Combination Segment Length Span # Max Stress Rados Project Tide: Engineer. Project Dena: Summary of Moment Values Project ID: E 1 t9a tel 16 JUL 2014, 6:447M Fie = 6UswsUimItDOCUME-11ENERCA-1{PSFOFF-1.EC6 ENERCALC, INC.19832014, UUN:6.14.6.15, Vec6.U4.6.15 Licensee ; PCS STRUCTURAL SOLUTIONS Summary of Shear Values M V Mmax + Mmax - Ma - Max Mnx Ma/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn. L = 8.50 ft 1 Overall Maximum Deflections - Load Combination D. 0.000 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 Unfactored Loads Span Max.." Doll Location In Span Load Combinatlon 1 0.0620 4.250 Vertical Reactions - Unfactored Support notation : Far lefts #1 Load Combination Support 1 Support 2 Overall MAXirnum 2.500 2.500 Overall MlNknum LOdy D+L 2500 2.500 2500 2.500 2500 2.500 Max. `+" Dell Location In Span 0.0000 Values In KIPS 0.000 <II PCS Structural Solutions ProjecteN 5F Job No: I 41tt • i Subject: Sheet Name: d Originating Office: 53 Seattle ❑ Tacoma Date: S- ' 1. kTER,. s Pi•r" F l�Ss,4- act Medi. \A) t F'= tetb ,. 1 (S.2-1))6; i4-41.*01)* ,1 'c'/z(s): ,4i teAK Ecl�s� Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma I 1250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 . tel: 253.383.2797 3 F=(F 4 4 Vtz /4{ www.pcs-structural.com • Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Une 6 Steel Beam Lic. # : KW-066002327 Description : lateral support for Hoist column at upper floor CODE REFERENCES Calculations per AISC 380-05, IBC 2009, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Bean Bracing : Completely Unbraoed Bending Axis : Major Axis Bending Load Combination IBC 2012 Applied Loads Project Title: Engineer: Project Descr: span=30 rt 14SS5,5313/8 Load(s) for Span Number 1 Point Load: E = 6.960 k ifij 3.0 ft Moment : E =1.770 k-ft, Loc = 3.0 ft in span DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.652 : 1 HSS5x5x3/8 15.855 k-ft 24.331 k-ft +D+0.70E+H 0.000ft Span # 1 Project ID: EW Pn916d: I Jul 2014. 6:50AM Rio = C:Users►Ilmh1000UME-11ENERCA-11PSFOFF-1.EC6 ENERCALC, INC.1983-2014, Burd:6.14.&15, Vec6.14.6.15 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : Ej6 96) 46.0 ksi 29,000.0 ksi Service Toads entered. Load Factors will be applied for calculations, Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.193 in Ratio = 373 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +D+H Dsgn. L = 3.00 ft 1 +D+L+H Dsgn. L = 3.00 ft 1 +O+Lr+H Dsgn. L = 3.00 ft 1 +D+S+H Dsgn.L= 3.00ft 1 +D+0.750Lr+0.750L+H Dsgn.L= 3.00ft 1 +0+0.750L+0.750S+H Dsgn. L = 3.00 ft 1 +0+0.60W+H Dsgn.L= 3.00ft 1 +D+0.70E+H Dsgn. L = 3.00 ft 1 0.652 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 3.00ft 1 +0+0.7501.+0.7505+0.450W+H Dsgn. L = 3.00 ft 1 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 3.00 ft 1 0.489 +0.60D+0.60W+0.60H Mmex + Design OK 0.107:1 HSS5x5x318 4.872 k 45.601 k +D+0.70E+H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Mmax- Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnxi0mega 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.107 -0.00 0.000 0.000 0.080 -0.00 -15.86 15.86 -11.89 11.89 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 4.87 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 3.65 76.15 45.60 Title Block tine 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Project Title: Engineer. Prqect Descr: Project ID: Pulled 16 JUL 2014. 6:5OAM File =C:lUsersU 00f3JPAE-11ENERCA-APSfOFF-1.EC6 ENERCALC, INC. 1993.2014. Buld:8.14.6.15, Vec6.14.6.15 Lic. it KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS E 12 Description : lateral support for Hoist oolmm at upper Boor Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Valdes Segment Length Span If V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vat VrxlOmege Dsgn. L = 3.00 ft 1 0.000 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.60Da0.70E-10.60H Dsgn. L = 3.00 ft 1 0.652 0.107 -0.00 -15.86 15.86 40.63 24.33 1.00 1.00 4.87 76.15 45.60 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'= Defl Location In Span Load Combination Max. '+' Dell Location In Span E Only — 1 0.1931 3.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -Uverall MAC - Overall MINimum 6.960 E Only 6.960 a PCS Project: Job No: Subject Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Thcoma Date: Seattle I 811 First Avenue, Suite 820 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs.structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 651 Software licensed to PCS Job No 14021 Sheet No 1 Rev Pat Joe Titre psf world headquarters Rer By jlh Deb08-Apr-14 Chd CINN stodc & associates FlN back stair 3d.std cep" 29-Sep-2014 08:20 /5 \1� 11 —= 11�� j 10 �/ 10 /13 / 12 -e i /13 /�14 Load 1 Print TinetDate: 0WN0r2014 09:44 STAAD.Pro V8I (SELECTseries 3) 20.07.08.20 Print Run 1of1 SSZ PAP' Software liceneed to PCS Job No Sheet No Rev 14021 1 PM Job 1we pef world headquarters Ref By jlh Dit 08-Apr-14 Chd Client stock & associates Fe back stair 3d.std IDaWfiae 29-Sep-2014 08:20 Wp = 26.6 = So Pi.-F t Et,,Fw Ek4t¢-T Wt_- 2.Ctoo l'r. Zoa Pt-F°P �{C G. ©Nirekt, v i kY t 1-1 S G'r t o ►J o V Ei - z ei gok .1G iE; r•1TR. l b ;)( Print ThnelDate 09/102014 0t44 STAAD.Pro VIM (SELECTseries 3) 20.07.08.20 NO Run 1 of 1 Thursday, October 09, 2014, 09:45 AM PAGE NO. 1 * * * BTAAD.Pro V8i SILECTseries3 * * Version 20.07.08.20 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= SIP 29, 2014 * * Time= 8:20:56 * * * * USER ID: PCS * **************************************************** 1. STAAD SPACE INPUT FILE: back stair 3d.STD 2. START JOB INFORMATION 3. ENGINEER DATE 08-APR-14 4. JOB NAME PSF WORLD HEADQUARTERS 5. JOB CLIENT STOCK .ASSOCIATES 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 0 0 0; 2 10 6 0; 3 13.5 6 0; 4 24 12 0; 5 3.33333 2 0; 6 6.66667 4 0 13. 7 17 8 0; 8 20.5 10 0; 9 0 0 4; 10 10 6 4; 11 13.5 6 4; 12 3.333 2 4 14. 13 6.667 4 4; 14 17 8 4; 15 20.5 10 4; 16 24 12 4 15. MEMBER INCIDENCES 16. 115; 223; 337; 456; 562; 678; 784; 8912; 9 12 13; 10 13 10 17. 11 10 11; 12 11 14; 13 14 15; 14 15 16; 15 2 10; 16 3 11; 17 5 12; 18 6 13 18. 19 7 14; 20 8 15 19. DEFINE MATERIAL START 20. ISOTROPIC STEEL 21. E 4.176E+006 22. POISSON 0.3 23. DENSITY 0.489024 24. ALPHA 6E-006 25. DAMP 0.03 26. TYPE STEEL 27. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 28. END DEFINE MATERIAL 29. MEMBER PROPERTY AMERICAN 30. 1 TO 14 TABLE ST HSST12X2X0.25 31. 15 TO 20 TABLE ST PIPS30 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 4 9 16 FIXED BUT MY MZ 36. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 37. SELFWEIGHT Y -1 38. MEMBER LOAD 39. 1 TO 14 UNI GY -0.05 40. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 ES G:12014 Jobs114021 PSF Mech Office\Calcslstaad\back stair 3d.anl Page 1 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE 41. MEMBER LOAD 42. 1 TO 14 UNI GY -0.2 43. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 44. 'JOINT LOAD 45. 10 FZ 0.1 46. LOAD COMB 4 COMBINATION LOAD CASE 4 47. 1 1.0 2 1.0 48. PERFORM ANALYSIS PROBLEM STATISTICS -- PAGE NO. 2 NUMBER OF JOINTS/1NER+ELEMENTS/SUPPORTS - 16/ 20/ 4 SOLVER USED I8 THE 00T-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE _ 49. PRINT ANALYSIS RESULTS 8/ 4/ 26 DOF 3, TOTAL DEGREES OF P EKDO1R = 80 3 DOUBLE KILO -WORDS 12.1/1025127.7 MB B54 G:12014 Jobs114021 PSF Mach Office1Calcs1staad1back stair 3d.anl Page 2 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PAGE NO. 3 JOINT DISPLACE:MINT (INCH RADIANS) STRUCTURE TYPE i SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN S-ROMAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00001 -0.00297 2 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00796 3 0.00000 0.00000 0.00000 0.00000 -0.00034 0.00001 4 0.00000 0.00000 0.00000 0.00000 0.00001 -0.01093 2 1 0.15544 -0.26081 0.00000 0.00002 0.00000 -0.00079 2 0.41698 -0.69964 0.00000 0.00000 0.00000 -0.00213 3-0.00097 0.00165 0.02725 0.00009 0.00002 0.00001 4 0.57241 -0.96045 0.00000 0.00002 0.00000 -0.00292 3 1 0.15526 -0.27077 0.00000 0.00002 0.00000 0.00038 2 0.41650 -0.72637 0.00000 0.00000 0.00000 0.00101 3-0.00098 0.00167 0.02356 0.00005 0.00010 0.00000 4 0.57175 -0.99714 0.00000 0.00002 0.00000 0.00139 4 1 0.00000 0.00000 0.00000 0.00000 0.00001 0.00316 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00848 3 0.00000 0.00000 0.00000 0.00000 0.00029 -0.00002 4 0.00000 0.00000 0.00000 0.00000 0.00001 0.01164 5 1 0.06862 -0.11503 0.00000 0.00002 0.00001 -0.00265 2 0.18411 -0.30861 0.00000 0.00000 0.00000 -0.00712 3-0.00030 0.00055 0.01267 0.00007 -0.00015 0.00001 4 0.25273 -0.42364 0.00000 0.00002 0.00001 -0.00978 6 1 0.12345 -0.20699 0.00000 0.00002 0.00001 -0.00186 2 0.33117 -0.55528 0.00000 0.00000 0.00000 -0.00499 3-0.00068 0.00118 0.02153 0.00011 -0.00008 0.00002 4 0.45462 -0.76226 0.00000 0.00002 0.00001 -0.00684 7 1 0.12878 -0.22482 0.00000 0.00002 0.00001 0.00176 2 0.34550 -0.60317 0.00000 0.00000 0.00000 0.00473 3-0.00085 0.00143 0.01795 0.00002 0.00012 -0.00001 4 0.47428 -0.82800 0.00000 0.00002 0.00001 0.00649 8 1 0.07305 -0.12760 0.00000 0.00002 0.00001 0.00277 2 0.19599 -0.34237 0.00000 0.00000 0.00000 0.00743 3-0.00052 0.00087 0.01087 0.00000 0.00014 -0.00002 4 0.26904 -0.46997 0.00000 0.00002 0.00001 0.01020 9 1 0.00000 0.00000 0.00000 0.00000 -0.00001 -0.00297 2 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00796 3 0.00000 0.00000 0.00000 0.00000-0.00034-0.00001 4 0.00000 0.00000 0.00000 0.00000 -0.00001 -0.01093 10 1 0.15544 -0.26081 0.00000 -0.00002 0.00000 -0.00079 2 0.41698 -0.69965 0.00000 0.00000 0.00000 -0.00213 3 0.00097 -0.00165 0.02729 0.00009 0.00002 -0.00001 4 0.57241 -0.96046 0.00000 -0.00002 0.00000 -0.00292 11 1 0.15526 -0.27077 0.00000 -0.00002 0.00000 0.00038 2 0.41650 -0.72637 0.00000 0.00000 0.00000 0.00101 3 0.00098 -0.00167 0.02356 0.00005 0.00010 0.00000 4 0.57175 -0.99714 0.00000 -0.00002 0.00000 0.00139 12 1 0.06862 -0.11502 0.00000 -0.00002 -0.00001 -0.00265 2 0.18411 -0.30858 0.00000 0.00000 0.00000 -0.00712 3 0.00030 -0.00055 0.01267 0.00007 -0.00015 -0.00001 4 0.25273 -0.42360 0.00000 -0.00002 -0.00001 -0.00978 WS G:\2014 Jobs114021 PSF Mech Office\Calcslstaadlback stair 3d.an1 Page 3 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE JOINT DISPLACEMENT (INCH RADIANS) -- PAGE NO. 4 STRUCTURE TZPI - SPACE JOINT LOAD X-TRANS I -TRANS Z-TWINS X-RATAN I -ROTAS Z-ROTAS 13 1 2 3 4 14 1 2 3 4 15 1 2 3 4 16 1 2 3 4 0.12345 0.33117 0.00068 0.45462 0.12878 0.34550 0.00085 0.47428 0.07305 0.19599 0.00052 0.26904 0.00000 0.00000 0.00000 0.00000 - 0.20699 -0.55530 - 0.00118 - 0.76229 - 0.22482 - 0.60317 - 0.00143 - 0.82800 -0.12760 - 0.34237 - 0.00087 -0.46997 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00002 0.00000 0.00000 0.02153 0.00011 0.00000 -0.00002 0.00000 -0.00002 0.00000 0.00000 0.01795 0.00002 0.00000 -0.00002 0.00000 -0.00002 0.00000 0.00000 0.01087 0.00000 0.00000 -0.00002 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00001 0.00000 - 0.00008 - 0.00001 - 0.00001 0.00000 0.00012 - 0.00001 -0.00001 0.00000 0.00014 - 0.00001 - 0.00001 0.00000 0.00029 -0.00001 - 0.00186 - 0.00498 - 0.00002 - 0.00684 0.00176 0.00473 0.00001 0.00649 0.00277 0.00743 0.00002 0.01020 0.00316 0.00848 0.00002 0.01164 G:12014 Jobs114021 PSF Mach Office1Calcs1staad1back stair 3d.an1 Page 4 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PAGE NO. 5 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X M M-Y MODI Z 1 1 0.76 1.39 0.00 -0.01 0.00 0.00 2 2.04 3.75 0.00 0.00 0.00 0.00 3 -0.08 -0.04 -0.03 -0.06 0.00 0.00 4 2.80 5.15 0.00 -0.01 0.00 0.00 4 1 -0.76 0.63 0.00 -0.01 0.00 0.00 2 -2.04 1.70 0.00 0.00 0.00 0.00 3 0.07 0.03 -0.02 0.03 0.00 0.00 4 -2.80 2.32 0.00 -0.01 0.00 0.00 9 1 0.76 1.39 0.00 0.01 0.00 0.00 2 2.04 3.75 0.00 0.00 0.00 0.00 3 0.08 0.04 -0.03 -0.06 0.00 0.00 4 2.80 5.15 0.00 0.01 0.00 0.00 16 1 -0.76 0.63 0.00 0.01 0.00 0.00 2 -2.04 1.70 0.00 0.00 0.00 0.00 3 -0.07 -0.03 -0.02 0.03 0.00 0.00 4 -2.80 2.32 0.00 0.01 0.00 0.00 (35 G:\2014 Jobs\14021 PSF Mech Office\Ca1cs\staad\back stair 3d.anl Page 5 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PACE NO. 6 b MEMBER END PONCES STRUCTURE TYPE - SPACE ALL UNITS ARE -- RIP PEST (LOCAL ) MISER LOAD JT AXIAL BEEAR-Y SE1AR E TORSICN 11011-Y IIa[-E 1 1 1 1.37 0.80 0.00 0.00 0.00 0.00 5 -1.23 -0.57 0.00 0.00 0.00 2.66 2 1 3.68 2.17 0.00 0.00 0.00 0.00 5 -3.28 -1.50 0.00 0.00 0.00 7.13 3 1 -0.09 0.00 -0.03 -0.05 0.03 0.00 5 0.09 0.00 0.03 0.05 0.09 0.02 4 1 5.05 2.97 0.00 0.00 0.00 0.00 5 -4.51 -2.07 0.00 0.00 0.00 9.79 2 1 2 0.76 0.52 0.00 0.00 0.00 -5.08 3 -0.76 -0.28 0.00 0.00 0.00 6.48 2 2 2.04 1.42 0.00 0.00 0.00 -13.63 3 -2.04 -0.72 0.00 0.00 0.00 17.37 3 2 0.04 0.01 0.02 0.01 -0.06 0.07 3 -0.04 -0.01 -0.02 -0.01 -0.01 -0.02 4 2 2.80 1.94 0.00 0.00 0.00 -18.71 3 -2.80 -1.00 0.00 0.00 0.00 23.86 3 1 3 0.79 -0.15 0.00 0.00 -0.01 -6.48 7 -0.65 0.40 0.00 0.00 0.00 5.37 2 3 2.13 -0.39 0.00 0.00 0.00 -17.37 7 -1.73 1.09 0.00 0.00 0.00 14.40 3 3 0.02 0.00 0.02 0.01 -0.05 0.02 7 -0.02 0.00 -0.02 -0.01 -0.03 -0.03 4 3 2.92 -0.54 0.00 0.00 -0.01 -23.86 7 -2.38 1.49 0.00 0.00 0.00 19.78 4 1 5 1.22 0.55 0.00 0.00 0.00 -2.66 6 -1.08 -0.32 0.00 0.00 0.00 4.36 2 5 3.28 1.50 0.00 0.00 0.00 -7.13 6 -2.88 -0.84 0.00 0.00 0.00 11.68 3 5 -0.02 -0.01 -0.03 -0.02 0.05 -0.02 6 0.02 0.01 0.03 0.02 0.07 -0.02 4 5 4.50 2.06 0.00 0.00 0.00 -9.79 6 -3.96 -1.15 0.00 0.00 0.00 16.03 5 1 6 1.07 0.31 0.00 0.00 0.00 -4.36 2 -0.93 -0.07 0.00 0.00 -0.01 5.08 2 6 2.88 0.84 0.00 0.00 0.00 -11.68 2 -2.48 -0.17 0.00 0.00 0.00 13.63 3 6 0.03 -0.01 -0.03 -0.01 0.04 0.02 2 -0.03 0.01 0.03 0.01 0.08 -0.07 4 6 3.95 1.14 0.00 0.00 0.00 -16.03 2 -3.41 -0.24 0.00 0.00 -0.01 18.71 G:12014 Jobs114021 PSF Mech OfficelCalcsistaadlback stair 3d.anl Page 6 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PAGE NO. 7 ISAEAR AND lRCAs STRUCTORA TYPE = SPACA ALL SNITS AAA -- KIP FRAT (LOCAL ) LOAD JT AXIAL SHIAR-T SREAR-Z TORSION NOWT N01[-8 6 1 7 0.64 -0.41 0.00 0.00 0.00 -5.37 8 -0.50 0.66 0.00 0.00 0.00 3.21 2 7 1.73 -1.09 0.00 0.00 0.00 -14.40 8 -1.33 1.79 0.00 0.00 0.00 8.61 3 7 -0.02 0.00 0.02 0.00 -0.05 0.04 8 0.02 0.00 -0.02 0.00 -0.03 -0.04 4 7 2.37 -1.50 0.00 0.00 0.00 -19.78 8 -1.83 2.45 0.00 0.00 0.00 11.82 7 1 8 0.49 -0.67 0.00 0.00 0.00 -3.21 4 -0.35 0.92 0.00 0.00 0.00 0.00 2 8 1.33 -1.79 0.00 0.00 0.00 -8.61 4 -0.93 2.49 0.00 0.00 0.00 0.00 3 8 -0.08 0.01 0.02 -0.02 -0.07 0.04 4 0.08 -0.01 -0.02 0.02 -0.01 0.00 4 8 1.82 -2.46 0.00 0.00 0.00 -11.82 4 -1.28 3.41 0.00 0.00 0.00 0.00 8 1 9 1.37 0.80 0.00 0.00 0.00 0.00 12 -1.23 -0.57 0.00 0.00 0.00 2.66 2 9 3.68 2.17 0.00 0.00 0.00 0.00 12 -3.28 -1.50 0.00 0.00 0.00 7.13 3 9 0.09 0.00 -0.03 -0.05 0.03 0.00 12 -0.09 0.00 0.03 0.05 0.09 -0.02 4 9 5.05 2.97 0.00 0.00 0.00 0.00 12 -4.51 -2.07 0.00 0.00 0.00 9.79 9 1 12 1.22 0.55 0.00 0.00 0.00 -2.66 13 -1.08 -0.32 0.00 0.00 0.00 4.36 2 12 3.28 1.50 0.00 0.00 0.00 -7.13 13 -2.88 -0.84 0.00 0.00 0.00 11.68 3 12 0.02 0.01 -0.03 -0.02 0.05 0.02 13 -0.02 -0.01 0.03 0.02 0.07 0.02 4 12 4.50 2.06 0.00 0.00 0.00 -9.79 13 -3.96 -1.15 0.00 0.00 0.00 16.03 10 1 13 1.07 0.31 0.00 0.00 0.00 -4.36 10 -0.93 -0.07 0.00 0.00 0.01 5.08 2 13 2.68 0.83 0.00 0.00 0.00 -11.68 10 -2.48 -0.17 0.00 0.00 0.00 13.63 3 13 -0.03 0.01 -0.03 -0.01 0.04 -0.02 10 0.03 -0.01 0.03 0.01 0.08 0.07 4 13 3.95 1.14 0.00 0.00 0.00 -16.03 10 -3.41 -0.24 0.00 0.00 0.01 18.71 11 1 10 0.76 0.52 0.00 0.00 0.00 -5.08 11 -0.76 -0.28 0.00 0.00 0.00 6.48 1239 G:12014 Jobs114021 PSF Mech OfficelCa1cslstaadlback stair 3d.an1 Page 7 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PAGE NO. 8 MEMBER END WORMS STRUCTURE TYPE - SPACE ALL UNITS API -- ZIP VZZT (LOCAL ) MEMBER LAD JT MCIAL 8RIAR-Y SfZAR-S TORSICM 18A[-Y 18K-5 2 10 2.04 1.42 0.00 0.00 0.00 -13.63 11 -2.04 -0.72 0.00 0.00 0.00 17.37 3 10 -0.04 -0.01 0.02 0.01 -0.06 -0.07 11 0.04 0.01 -0.02 -0.01 -0.01 0.02 4 10 2.80 1.94 0.00 0.00 0.00 -18.71 11 -2.80 -1.00 0.00 0.00 0.00 23.86 12 1 11 0.79 -0.15 0.00 0.00 0.01 -6.48 14 -0.65 0.40 0.00 0.00 0.00 5.37 2 11 2.13 -0.39 0.00 0.00 0.00 -17.37 14 -1.73 1.09 0.00 0.00 0.00 14.40 3 11 -0.02 0.00 0.02 0.01 -0.05 -0.02 14 0.02 0.00 -0.02 -0.01 -0.03 0.03 4 11 2.92 -0.54 0.00 0.00 0.01 -23.86 14 -2.38 1.49 0.00 0.00 0.00 19.78 13 1 14 0.64 -0.41 0.00 0.00 0.00 -5.37 15 -0.50 0.66 0.00 0.00 0.00 3.21 2 14 1.73 -1.09 0.00 0.00 0.00 -14.40 15 -1.33 1.79 0.00 0.00 0.00 8.61 3 14 0.02 0.00 0.02 0.00 -0.05 -0.04 15 -0.02 0.00 -0.02 0.00 -0.03 0.04 4 14 2.37 -1.50 0.00 0.00 0.00 -19.78 15 -1.83 2.45 0.00 0.00 0.00 11.82 14 1 15 0.49 -0.67 0.00 0.00 0.00 -3.21 16 -0.35 0.92 0.00 0.00 0.00 0.00 2 15 1.33 -1.79 0.00 0.00 0.00 -8.61 16 -0.93 2.49 0.00 0.00 0.00 0.00 3 15 0.08 -0.01 0.02 -0.02 -0.07 -0.04 16 -0.08 0.01 -0.02 0.02 -0.01 0.00 4 15 1.82 -2.46 0.00 0.00 0.00 -11.82 16 -1.28 3.41 0.00 0.00 0.00 0.00 15 1 2 0.01 0.01 0.00 0.00 0.00 0.00 10 -0.01 0.01 0.00 0.00 0.00 0.00 2 2 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 3 2 -0.05 -0.01 0.01 0.00 -0.02 -0.02 10 0.05 0.01 -0.01 0.00 -0.02 -0.02 4 2 0.01 0.01 0.00 0.00 0.00 0.00 10 -0.01 0.01 0.00 0.00 0.00 0.00 16 1 3 -0.01 0.01 0.00 0.00 0.00 0.00 11 0.01 0.01 0.00 0.00 0.00 0.00 2 3 0.00 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 G:\2014 Jobs114021 PSF Mech 0ffice1Ca1cs1staad\back stair 3d.anl Page 8 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE MAGI= RAD FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) -- PAGE NO. 9 DER LOAD oT AXIAL SHEAR-Y SHRAR-Z TORSION M3![-Y HOWE 3 3 0.00 0.01 -0.03 0.00 0.05 0.02 11 0.00 -0.01 0.03 0.00 0.05 0.02 4 3 -0.01 0.01 0.00 0.00 0.00 0.00 11 0.01 0.01 0.00 0.00 0.00 0.00 17 1 5 0.00 0.01 0.00 0.00 0.00 0.00 12 0.00 0.01 0.00 0.00 0.00 0.00 2 5 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 3 5 0.00 -0.02 0.07 0.00 -0.13 -0.04 12 0.00 0.02 -0.07 0.00 -0.13 -0.04 4 5 0.00 0.01 0.00 0.00 0.00 0.00 12 0.00 0.01 0.00 0.00 0.00 0.00 18 1 6 0.00 0.01 0.00 0.00 0.00 0.00 13 0.00 0.01 0.00 0.00 0.00 0.00 2 6 0.00 0.00 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 3 6 0.00 -0.02 0.05 0.00 -0.09 -0.05 13 0.00 0.02 -0.05 0.00 -0.09 -0.05 4 6 0.00 0.01 0.00 0.00 0.00 0.00 13 0.00 0.01 0.00 0.00 0.00 0.00 19 1 7 0.00 0.01 0.00 0.00 0.00 0.00 14 0.00 0.01 0.00 0.00 0.00 0.00 2 7 0.00 0.00 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 3 7 0.00 0.02 -0.04 0.00 0.07 0.04 14 0.00 -0.02 0.04 0.00 0.07 0.04 4 7 0.00 0.01 0.00 0.00 0.00 0.00 14 0.00 0.01 0.00 0.00 0.00 0.00 20 1 8 0.00 0.01 0.00 0.00 0.00 0.00 15 0.00 0.01 0.00 0.00 0.00 0.00 2 8 0.00 0.00 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.00 0.00 0.00 3 8 0.00 0.02 -0.05 0.00 0.10 0.03 15 0.00 -0.02 0.05 0.00 0.10 0.03 4 8 0.00 0.01 0.00 0.00 0.00 0.00 15 0.00 0.01 0.00 0.00 0.00 0.00 END OF LATEST ANALYSIS RESULT ************** BIN G:12014 Jobs114021 PSF Mech OfficelCalcsistaadlback stair 3d.anl Page 9 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PAGE NO. 10 50. PARAMETER 1 51. CODE AISC 52. FYLD 5184 MEMB 1 TO 16 53. CHECK CODE MEMB 1 TO 16 G:12014 Jobs114021 PSF Mech Office\Calcslstaadlback stair 3d.an1 Page 10 of 14 • Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PAGE NO. 11 STAAD.Pro CODE CHECKING - (AISC 9TH EDITION) v1.0 *********************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL OO D/ RATIO/ LOADING/ FX MX HZ LOCATION ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 1 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.383 4 4.51 C 0.00 -9.79 3.89 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 2 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.940 4 2.80 C 0.00 -23.86 3.50 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 3 ST HSST12X2X0.25 (RISC SECTIONS) PASS AISC- H1-3 0.943 4 2.92 C -0.01 -23.86 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 4 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.651 4 3.96 C 0.00 -16.03 3.89 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 5 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.749 4 3.41 C 0.01 -18.71 3.89 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 6 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.780 4 2.37 C 0.00 -19.78 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 7 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.429 4 1.82 C 0.00 -11.82 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 8 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.382 4 4.51 C 0.00 -9.79 3.89 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 9 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.651 4 3.96 C 0.00 -16.03 3.89 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 10 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.749 4 3.41 C -0.01 -18.71 3.89 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 11 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.940 4 2.80 C 0.00 -23.86 3.50 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 12 ST HSST12X2X0.25 (AISC SECTIONS) PASS AISC- H1-3 0.943 4 2.92 C 0.01 -23.86 0.00 as13 FRkm.wec.- mk G:12014 Jobs114021 PSF Mech Office\Ca1cslstaad\back stair 3d.anl Page 11 of 14 Thursday, October 09, 2014, 09:45 AM STAAD SPACE -- PAGE NO. 12 ALL UNITS ARZ - RIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABI.E RESULT/ CRITICAL CORD/ RATIO/ LOADING/ FE NM NZ LOCATION 13 ST HSST12E2E0.25 (AISC SECTIONS) PASS AISC- H1-3 0.780 4 2.37 C 0.00 -19.78 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 14 ST HSST12E2E0.25 (AISC SECTIONS) PASS AISC- H1-3 0.429 4 1.82 C 0.00 -11.82 0.00 15 ST PIPS30 (AISC SECTIONS) PASS AISC- H2-1 0.009 3 0.05 T 0.02 0.02 4.00 16 ST PIPS30 (RISC SECTIONS) PASS AISC- H2-1 0.017 3 0.00 T -0.05 -0.02 4.00 54. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= SEP 29,2014 TINE= 8:20:57 **** as 'IP G:12014 Jobs114021 PSF Mech Office\Ca1cs1staad1back stair 3d.an1 Page 12 of 14 11 PCS Seattle Tacoma Structural Solutions 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www. pcs-structuraicom " F?LE COP» STRUCTURAL CALCULATIONS FOR P5F MECHANICAL World Headquarters Elevator support Revisions 11621 East Marginal Way Tukwila, WAS Si'96 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 152014 City of Tukwila BUILDING DIVISION CORRECTION Prepared by PCS structural solutions J 14-021 July 16, 2014 Dig-oily RECEIVED CITY OF TUKWILA JUL 1 7 2014 PERMIT CENTER FCS Project Job No: Subject: Sheet Name. Structural Solutions Originating Office: Ei Seattle J 'lacoma Date: , r r • k • 4 1 seethe I 811 First Avenue, Suite 620 Seattle, .4404 • te 206,292.5076 Tacoma 1 1250 Pacific Avenue, Suite 701 • Thcoma,WA 184011 • WI:10383.2797 i www.pcs-structuraLcom F.1 SPECIFICATIONS AND DATA CAR 01 - CLASSIFICATION GENERAL PURPOSE/PASSENGER CAPACITY 3500 tbs F SPEED, UP/DN (N❑MINAL) 125 FPM A SPEED, UP/DN (ACTUAL) + OR - 10% ❑PERATION SELECTIVE COLLECTIVE AUTOMATIC a CONTROL 330A w LANDINGS/OPENINGS 3 LANDINGS ( 3 F/ 0 R OPENINGS) La RISE 19'-3' L3 POWER SUPPLY (+SS)208-3-60 POWER FAIL OPERATION RESCUVATOR ce CAR ENCLOSURE (TYPE) FRAME - 125 a CAR GUIDE SHOES/ROLLERS (TYPE) 5' SLIDING CAR TOE GUARD (LGTH> 24.00' PLATFORM (TYPE) PLYWOOD - STEEL FRAME FLOOR RECESS 0.38' NET INSIDE CAB AREA 36.84 SQ. FT. rl-BUFFERS (TYPE/STROKE) SPRING /2.5' 3 w CAR RAILS RF-9 N a MAXIMUM BRACKET SPACING 11'-4' ca =w u, PUMP (MFR/SIZE/TYPE) A4PIC-217M F MOTOR 30 H.P, WORKING PRESSURE AT PUMP (P5) 463 PSI cm) RELIEF PRESSURE (P7) 556 PSI MAX. SYSTEM WORKING PRESSURE RATING 600 PSI od RELIEF VALVE/BY-PASS (SIZE) UV-SAT-.75 ,,, FEED LINE (SIZE/SCH. NO) 2.38 ❑.D. SCHED 40 (0,15") z HYDRAULIC ❑IL (TYPE) CITGO TRANSGUARD THE x (QTY) 132 US GAL JACK ASSEMBLY JACK ASS'Y (TYPE/PKG) 330A 2-STAGE JACK (75-2N) WORKING PRESSURE AT JACK (P3) 427 PSI PLUNGER D.D. (EQUIVELANT) 4.64' PLUNGER LENGTH 248,50' STAGE 1 STAGE 2 STAGE 3 PLUNGER SECTION O. D. 2.970' 3.560' N/A PLUNGER SECTION WALL THICK. 0.165' 0,165' N/A -' CYLINDER 0.D. 4.151' CYLINDER WALL THICK. 0.165" CYLINDER LENGTH 171.6' CYLINDER PROTECTION (TYPE) N CAR 2537# i GROSS WEIGHT 6449 tbs PUMP UNIT 1562 tbs 3 CONTROLLER 100# JACK ASS'Y EACH 273.0 tbs PIT REACTION RAIL REACTIONS SYNCH. BAR HOISTBEAM CAR NO. JACK (2MR1) BUFFER R2 F P HK HB 01 12683 tbf 17070. tbf 223.75 tbf 197.22 tbf 546• tbs 5000 tbs 019'r(3(s��c A N1624.7ISLbfC NON -SEISMIC E 1624.78 lbf 828,54 tbf SEISMIC SEISMIC 011W. PIT FEKTIONS O01UOE A LIM IACI TOR *ACT Schindler Elevator Corp. 330A HYDRAULIC ELEVATOR PLANS AND DETAILS 9111111:CS HOISTVAY SYNCIi - Gettysburg Elevator Plant 0 — SYNCH. LOAD PER SIDE HK v BAR LOAD DIAGRAM RAIL LOAD _ - v , DIAGRAM P 1200 Biglerville Road Gettysburg, PA 17325 Schindler USA - BUILDING: AFIYA APARTMENTS - LOCATION: 1082 MAIN ST SPRINGFIELD, OR. 97477 - OWNER: - 01 VT,COLOr,MR,I0I 24t11- 2011 .lC.G ARCHITECT: BERGSUND & DELANY - SUB REVISION DATE & APP'L ENGINEER: Juan Galeano -APPROVED FOR CONSTRUCTION: S0101 GENERAL CONTRACTOR:MEILI CONSTRUCTION -APPROVED FOR MANUFACTURE: SUB 01 DRAWN BY: Juan Galeano DATE: 2/2/2011 -"LAYOUT APPROVED BY: ARD1TECT DATE: 27-j11- 203 CONTRACT CAR SUB. SHEET HGF7629 01 01 2 of 9 WE INVITE YOU TO VISIT OUR WEB SITE' http://www.us.schindler.con isl--evA:roit. A%ki t- LoAA RS Structural Solutions 515s, ' REJ�s s4-45, 4- Project: Ic S Job No: ( 7" 1 Subject Sheet et Name. C4- Originating Office: g. Seattle ❑ Thcoma Date: ''tr s l - I + W : 2..e' Pam' 4Tv l r2- ti x 9 � t M wJ aE Pt* p= g64.0 62.2 = 3920'/ ,9te.4 , -ou p_ ec 15 s.4— .ksr- g -l�,F.•� P.5-PtPt> iik C2j tpoe> ' �3 o 2.6,4 d 240 l 16 Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 You can change this area , using ttfe'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block late 6 Wood Beam Lic. # : KW-06002327 Description : purlin at elevator shaft CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination 2012 IBC & ASCE 7-10 Wood Species Wood Grade Beam Bracing Applied Loads : Douglas Fir - Larch : No.1 Engineer Project Descr: Project ID: Printed: 9 MAY :r 14,10:17AM FRe = CAUsersUhn1600CUME-NENERCA-11P6FOFF-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver.6.14.1.26 Licensee : PCS STRUCTURAL SOLUTIONS Fb - Tension Fb - Compr Fc- PrIl Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling i i 0(0.121 S(0.2► 1000 psi E: Modulus of Elasticity 1000psi Emend-xx 1700ksi 1500 psi Eminbend - xx 620ksi 625 psi 180 psi 675 psi Density 32.21 pcf 2 5x9 Span =8,0ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.910 1 Maxi 2.5x9 910.22 psi 1,000.00psi +D+S+H 4.000ft Span # 1 0.072 in Ratio = 0.000 in Ratio = 0.115 In Ratio = 0.000 in Ratio = Service loads entered. Load Factors will be applied for calculations. mum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1336 0 <360 835 0 <180 0.388 : 1 2.5x9 69.76 psi 180.00 psi +D+S+H 7.270ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN CI Cr D Only Length = 8.0 ft 1 0.341 0.145 1.00 +D+L+H Length = 8.0 ft 1 0.341 0.145 1.00 +D+Lr+H Length = 8.0 ft 1 0.341 0.145 1.00 +D+S+H Length = 8.0 ft 1 0.910 0.388 1.00 +0+0.750Lr+0.750L+H Length = 8.0 ft 1 0.341 0.145 1.00 +0+0.750L+0.750S+H Length = 8.0 ft 1 0.768 0.327 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values Cm C t CL M fb Fb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shear Values V fv Fv 0.96 341.33 0.96 341.33 0.96 341.33 2.56 910.22 0.96 341.33 2.16 768.00 0.00 1000.00 0.00 1000.00 0.00 1000.00 0.00 1000.00 0.00 1003.00 0.00 1000.00 0.00 0.00 0.00 0.39 26.16 180.00 0.00 0.00 0.00 0.39 26.16 180.00 0.00 0.00 0.00 0.39 26.16 180.00 0.00 0.00 0.00 1.05 69.76 180.00 0.00 0.00 0.00 0.39 26.16 180.00 0.00 0.00 0.00 0.88 58.86 180.00 I MI D11.0AA1 LH ICI I You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002327 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t C L M Ib Pb pudin at elevator shaft Engineer: Project Descc Project ID: E4 Printed: 0 MAY 2014,10:T7AM Fie = C:lusersllimmhlDOCUM€-11ENERCA-1WSF0FF-1,EC6 ENERCALC, INC. 1983-2014, 8u11d:8.14.1.26, Ver.6.14.1,26 Licensee : PCS STRUCTURAL SOLUTIONS Moment Values Max Stress Ratios Shear Values fv F'v 4040.60W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 180.00 +040.70E4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 180.00 +0+0.750Lr40.750L40.450W4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 180.00 +0+0.7501+0.750S+0.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.768 0.327 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 768.00 1000.00 0.88 58.86 180.00 +D+0.750Lr40.750L+0.5250E4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.341 0.145 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 341.33 1000.00 0.39 26.16 180.00 4040.7501.40.750840.5250E4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.768 0.327 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 768.00 1000.00 0.88 58.86 180.00 +0.60040.60W-4i 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.205 0.087 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.58 204.80 1000.00 0.24 15.70 180.00 40.60D40.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.205 0.087 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.58 204.80 1000.00 0.24 15.70 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "Dell Location in Span Load Combination Max.'+" Defl Location In Span D+S 1 0.1149 4.029 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1280 1.2b0 Overall MiNimum 0.480 0.480 D Only 0.480 0.480 S Only 0.800 0.800 D+S 1.280 1.280 SCAFCD® Steel Stud Mfg` Co. G5 Combined Axial and Lateral Load TableE Allowable Combined Axial and Lateral Load Tables Wall Height (ft) Spacing (In.) o.c. 33 8008137.(m51s) 33151 43 • 64 50119i 80 97 5 psf Lateral 60013182{mIN) 331a1 33 43 Load 64 501ei 80 97 33 kil 33 6009209{m5s) 43 54 kd �63 87 12 1..88 2,82 3,90 5,14 7.82 255 3,52 5.72 7.58 1150 2,99 4.44 7.58 10.02 16.60 8 16 1.88 2.62 3.90 5.14 7,62 255 3.52 512 7,58 11.50 299 4.44 7.56 10.02 15.60 24 1,88 262 3.90 5.14 7.62 255 3,52 5.72 7.56 11.50 299 4.44 7,56 10,02 15.60 12 1.88 282 3.90 5.14 7,62 2.55 3.52 872 7.58 11.60 297 4.40 7.46 9.89 15.38 9 18 1_88 262 3.90 5.14 7.82 2.55 362 5.72 7.56 11.50 297 4.40 7.48 9,89 15.38 24 1.88 2.82 3.90 5,14 7,82 2.55 3.52 5.72 7,56 11.50 297 4.40 7.46 9,89 16.38 12 1.88 2.82 3.90 5.14 7.82 2.54 3.52 , 5.72 7.58 11.50 295 4.35 7,33 9,72 15.11 10 16 1.88 262 3.90 5.14 7.82 2.54 3.52 5.72 7.58 11.50 2.95 4.35 7.33 9.72 15.11 24 1.88 2.62 3.90 5.14 7.82 254 3.52 , 5.72 7_58 11.50 295 4.35 7.33 9.72 15.11 12 1.88 2.62 3,90 5.14 762 2.49 3.44 5,80 7.52 11.50 288 4.22 8.99 9.27 14.40 12 18 1.88 252 3.90 5.14 7.82 2.49 3.44 5.80 7.52 11.50 288 4.22 8.99 9,27 14.40 24 1.88 2.82 3.90 5.14 7.82 249 344 5.60 7.52 11,50 288 4.22 6.99 9.27 14,40 14 12 16 1.88 1.88 262 3.90 3.90 5.14 5.14 7 62 7.82 2.40 2.40 3.33 3.33 5.32 5.32 713 7.13 11.28 11.28 278 278 4.04 4.04 8 65 8.88 13.45 1.86 282 3.90 5.14 7.62 2.40 3.335.32 7.13 11.28 278 4.04 6,55 8.55 8.68 8.88 13.4524 13.4512 1.08 3.90 5.14 7.82 229 3.17 4.94 8.82 10.42 265 3.82 6.01 7.97 1232 16 18 1.88 262 3.90 5.14 7.82 2.29 3.17 4.94 6.62 10.42 2.85 3.82 801 797 1232 24 1.847 262 3.90 5.14 7,62 2.09 3,17 4.94 8.82 10.42 249 3.82 8.01 7.97 1232 Wall Haight (11) Spacing On.) o.c. 33 MI 33 6008137-(mib) 43 S01 1 54 93 97 5 psf Lateral 8008112{mils) 33 lei 33 43 Load 54 99 ka1 es 97 33101 33 800S200{miis) 43 54 OD k. 88 97 8 12 16 24 179 1.79 1.79 250 2,50 250 3.62 4.80 3.62 4,80 3.62 4.80 7.27 7,27 7,27 249 2.49 249 3.44 3.44 3,44 5.51 5 51 5.51 7,32 7.32 7.32 11,33 11.33 11.33 307 3.07 3.07 4.58 4 58 4,58 7.85 7.85 7,85 10.38 10 38 10.38 16.07 16,07 16.07 9 12 18 24 1.79 1.79 1.79 250 250 250 3:82 4.80 382 4.80 3.62 4.80 7.27 7.27 7,27 2.49 2.49 2.49 3.44 3.44 3.44 5.51 5.61 5.51 7,32 7.32 7.32 11.33 11.33 11,33 3.07 3.07 3.07 4.58 4.58 4,58 7.85 7.85 7.85 , 10.38 10 38 10.38 16.07 16.07 16.07 10 12 16 24 1.79 1.79 1.79 2.50 250 2.50 3.82 4.80 3.82 4.80 3.62 4.80 7.27 7.27 7.27 2.49 2.49 2.49 3.44 3.44 3,44 5,51 5.51 5.51 7.32 7.32 7,32 11.33 11.33 11.33 3.07 3.07 3.07 4.58 4.58 4.58 7.85 7.85 7.85 10.38 10.38 10,38 18,07 16,07 16.07 12 12 16 24 1.79 1.79 1.79 2.50 250 250 3.62 4.80 3.82 4.80 382 4.80 7.27 727 7.27 2.49 2.49 249 344 344 344 5.51 5.51 5.51 732 7.32 7.32 11.33 11.33 11.33 307 3.07 307 4.58 4.58 4.58 7.85 7.85 7.85 10.38 10.38 10,38 16,07 16.07 16.07 14 12 16 24 1.79 1.79 1.79 2.50 250 250 3.62 4.80 3 62 4.80 3.62 4.80 7.27 7.27 7.27 249 2.49 2.49 3.44 3.44 3,44 , 5.51 5.51 5.51 7.32 7,32 7.32 11,33 11.33 11.33 3,03 3.03 3.03 4.51 4.51 4.51 7.70 7.70 7.70 10,25 10.25 10.25 16,07 16.07 16,07 16 12 16 24 1.79 1.79 1.79 2.50 250 250 3.82 4.80 3.62 4,80 3.62 4.80 7.27 727 7.27 249 2.49 249 344 3.44 3.44 5.57 5.51 _ 5.51 732 7_32 7.32 11.33 11.33 11,33 297 2.97 2.97 4.40 4.40 4.40 7.41 7.41 741 9.87 9.87 9.87 15,62 15.52 15,52 Wall Spacing Haight (in.) o.c (tU 3508112{m5s) . 33101 1 . S0 let • 15 psf Lateral Load 36228137{m1l0 33101 1 50 ksl 3e28162(mlb) 33 MI I 50 ksl 3623200.(mlls) 33 kW 1 50WI 8 12 16 24 2.03 1.86 1.496 276 2.76 2.517 4,09 5.14 4.09 5.14 4.09 5.14 1.87 1.50 1.166 232 232 2.047 3,42 3.42 3,42 4.42 4.42 4,42 2.08 2.85 1.98 286 1,596 2.64 4.27 4.27 4.27 5.44 5.44 5.44 2.49 2.41 2007 3,50 3.50 3.30 5,34 5,34 5.34 6.76 6.76 6.76 9 12 18 24 1.80 1.576 1.136 268 2.537 2.096 3.83 4.80 3.83 4.80 3.716 4.807 1.487 1.250 0.863 226 2.107 1.706 3.27 327 3.216 4.19 4.19 4.197 1.90 2.75 1.676 287 _ 1,236 2246 4.04 4.04 3997 5.12 5.12 5.12 2.34 2.087 1.800 3.37 331 2807 5.02 5.02 5.02 6.32 8.32 6.32 10 12 16 24 1.536 1.266 0.783 2.447 2176 1.683 3,53 4.43 3,537 4,43 3.116 4,406 1,246 1 006 0.58' 2067 1.806 1,353 307 3.076 2746 3,91 3,91 3.836 1,836 2.59 1.376 2326 0.883 1.826 3,78 3.787 3.406 4.75 4,75 4.756 2.04T 1.746 1.203 3.19 2877 2296 4,68 4.88 4,326 5.85 5,85 5.857 12 12 16 24 1.003 0,712 0.182 _ 1.786 1.473 0.912 2,830 3846 2546 3576 2033 3.073 0.803 0.532 1.500 1.213 0.892 2586 2303 1.842 3306 3186 2703 1.103 1.936 0.803 1.61' 0.282 1.042 3,116 2.916 227' 3.947 3.936 3.40' 1.436 1.083 0.472 2.386 2016 1.34' 3.897 3,546 2.923 4.82 4.826 4.346 14 12 18 24 0.562 0.282 1.193 0,872 0.322 2.023 2.856 1.732 2.583 1.222 2052 0.422 0.142 0.992 0.892 0.187 1.88' 1.692 1,132 2583 2283 1.792 0.652 1.323 0,342 0,992 0.422 2.243 1,933 1,402 3.146 2,833 2302 0,883 0.532 1.853 1.263 0.582 2803 2453 1.842 3926 3586 2.983 1e 12 16 24 0.232 0.722 0.422 1.412 2083 1.132 1.802 0.651 1.322 0.132 0.5' 0.297 1.312 1.062 0,611 1.872 1.602 1.131 0,292 0.83' 0.512 1,582 1.292 0.771 2.313 2.012 1,502 0.452 0.112 1.082 0.882 2003 1.882 1,072 2.91' 2683 2.012 1 Deflection exceeds U120 2 Deflection exceeds L/240 3 Deflection exceeds U360 See Combined Axial and Lateral Load Table Notes 6 Deflection exceeds U600 7 Deflection exceeds L/720 - If not noted, deflection is Tess than U720 on page 20. 21 1 Iue DICK Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Column Lic. # : KW-06002327 Description : elevator column Engineer: Protect Descr: Protect ID: 6(P Printed: 91.4AY 2014, 10:56A6i Code References Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information Steel Section Name : HSS5x5x114 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Allowable Strength 46.0 ksi 29,000.0 ksi 2012 IBC & ASCE 7-10 Applied Loads Column self weight included : 218.170 Ibs " Dead Load Factor AXIAL LOADS ... Axial Load at 14.0 ft, Xecc = 5.000 in, L = 2.50 k BENDING LOADS... Lat. Point Load at 6.0 ft creating My-y, E = 2.320 k Lat. Point Load at 13.0 ft creating My-y, E = 2.320 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results FAa = C.iUsers4JimMD000ME-11ENERCA4PSFOFF-1.ECB ENERCALC, INC. 1983.2014, Bulid:6.14.1.26, Ver.6.14.1.26 Licensee : PCS STRUCTURAL SOLUTIONS Overall Column Height 14.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 14,0 ft, K 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis budding = 14.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.3597 :1 +D+0.70E+H 6.013 ft 0.2182 k 71.146 k 0.0 k-ft 17.468 k-ft 6.256 k-ft 17.468 k-ft 0.06654 :1 +D+0.70E+H 13.060 ft Load Combination 2.204 k 33.124 k Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections... Along Y-Y 0.0 in at for load combination : Along X-X 0.5909 in at for load combination :E Only Maximum Axial + Bending Stress Ratios Stress Ratio Status Location D Only +D+L+H +D+t.r+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750Lr+0.750L+0.5250E+H +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+H +0.60D+0.70E+H 0.003 0.078 0.003 0.003 0.059 0.059 0.003 0.360 0.059 0.059 0.264 0.264 0.002 0.359 3.149 k 1.491 k 0.0 k 0.0 k 0.0ft above base 6.953ft above base Maximum Shear Ratios Stress Ratio Status Location PASS 0.00 ft PASS 13.91 ft PASS 0.00 ft PASS 0.00 ft PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 13.91 ft 13.91 ft 0.00 ft 6.01 ft 13.91 ft 13.91 ft 6.01 ft 6.01 ft 0.00 ft 6.01 ft 0.000 PASS 0.002 PASS 0.000 PASS 0.000 PASS 0.002 PASS 0.002 PASS 0.000 PASS 0.067 PASS 0.002 PASS 0.002 PASS 0.052 PASS 0.052 PASS 0.000 PASS 0.067 PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 13.06 ft 0.00 ft 0.00 ft 13.06 ft 13.06 ft 13.06 ft 13.06 ft You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Une 6 l Steel Column Lic. # : KW-06002327 Description : elevator column Maximum Reactions - Unfactored Load Combination @ Base @ Top X-X Axis Readion L Only 0.074 0.074 k E Only -1.491 3.149 k D+L 0.074 0.074 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Engineer: Project Descr. Project ID: Printed: 9 MAY 2014,10:59AM Fie = CUlsersUimMDOCUIE-11EPERCA-11PSFOFF-1.EC6 ENERCA1C. INC.1963.2014, Build:6.14.1.26, Ver:6.14.1.26 Licensee : PCS STRUCTURAL SOLUTIONS Note: Only non -zero reactions are listed. Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base k k k 2.500 k k 2.718 k L Only -0.0492 In 8.174 ft 0.000 in 0.000 ft E Only 0.5909 in 6.953 ft 0.000 in 0.000 ft D+L -0.0492 in 8.174 ft 0.000 in 0.000 ft Steel Section Properties : HSS5x5x114 Depth = 5.000 in I xx = 16.00 inM J 25.800 InA4 S xx = 6.41 in"3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in"3 Area = 4.300 102 I yy = 16.000 InA4 C = 10.500 in"3 Weight = 15.584 plf S yy = 6.410 in"3 R yy = 1.930 in Ycg c 0 ui 0.000 In Y 5.00in X Load 1 2411 Loads K 0 s Loads are total entered value. Arrows do not reflect absolute direction. I We dleck Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Tine Block Line 6_.__ Steel Beam Lic. # : KW-06002327 Description : Hoist beam CODE REFERENCES rroject i nie: Engineer: Project Descr: Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination JBC 2012 Applied Loads Load(s) for Span Number 1 Point Load : L = 5.0 k a(� 4.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection US} Span 8,50ft wane 0.251: 1 W8x18 10.625 k-ft 42.415 k-ft +0+L+H 4.250ft Span # 1 Project ID: (filled 16 .JUL 2014. 6:44M1 5$ Filo = t~UleersUimh1DOCUME-11ENERCA-1VPSFOFF-1.EC6 ENERCALC, INC. 1983-2014, BuIM:6.14.6.15, Vee6.14.6.15 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.062 in Ratio = 1.644 0.000 in Ratio = 0 <360 0.062 in Ratio = 1644 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb + 0+H Dsgn. L = 8.50 ft +D+L+H Dsgn. L = 8.50 ft + 0+Lr+H Dsgn. L = 8.50 ft +D+S+H Dsgn. L = 8.50 ft +D+0.750Lr+0.750L+H Dsgn. L = 8.50 ft +D+0.750L+0.750S+H Dsgn. L = 8.50 ft +D+0.60W+H Dsgn. L = 8.50 ft +D+0.70E+H Dsgn. L = 8.50 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 8.50 ft +0+0.750L+0.750S+0.450W+H Dsgn. L = 8.50 ft 40+0.750L+0.7508+0.5250E+H Dsgn. L = 8.50 ft +0.60D+0.60W+0.60H Dsgn. L = 8.50 ft 1 0.000 1 0.251 0.067 1 0.000 1 0.000 1 0.188 0.050 1 0.188 0.050 1 0.000 1 0.000 1 0.188 0.050 1 0.188 0.050 1 0.188 0.050 1 0.000 Desi n OK 0.067 : 1 W8x18 2.50 k 37.444 k +D+L+H 0.000 ft Span # 1 Summary of Shear Valdes Va Max Vnx VnxlOmega 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 10.63 10.63 70.83 42.42 1.32 1.00 2.50 56.17 37.44 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 7.97 7.97 70.83 42.42 1.32 1.00 1.88 56.17 37.44 7.97 7.97 70.83 42.42 1.32 1.00 1.88 56.17 37.44 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 7.97 7.97 70.83 42.42 1.32 1.00 1.88 56.17 37.44 7.97 7.97 70.83 42.42 1.32 1.00 1.88 56.17 37.44 7.97 7.97 70.83 42.42 1.32 1.00 1.88 56.17 37.44 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 You can change this area , using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Una 6 Steel Beam rnryw► in.. En ineer: P► ect Descr Project ID: E1 NNW: d: 15 JUL 2014. 8:44AM Rio = 11ENERCA-113SFOFF-1.EC6 ENERCALC, INC 1983.2014, Build:6.14.6.15, Ver.6.14.6.15 Lic. # ' KW-06002327 Licensee ; PCS STRUCTURAL SOLUTIONS Description ; Hoist beam Load Combination Segment Length +0.60D40.70E+0.60H Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V Mmax + Mmaic _ Ma - Max Mmr Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 8.50 ft 1 0.000 Overall Maximum Deflections - Unfactored Loads 58.81 35.22 1.00 1.00 -0.00 56.17 37.44 Load Combination Span Max. -' Defl Location in Span Load Combination Max. 'V Dell Locates kr Span D+L 1 0.0620 4.250 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Vertical Reactions - Unfactored Load Combination Support 1 Support 2 —Overall MAXimum-2300" 2.500 Overall MMNimum 2.500 2.500 L Only 2.500 2.500 D+L 2.500 2.500 Project t— Subject: Sheet 1 O Job No• 1 +62.1 Name: I StrUCtural SO1Uti0nS Originating Office: Seattle ❑ Tacoma Date: 5.'9 - 1 A' L A-TE LSL)e P1� i.r i (s,4- Peat 2 (16-1-#9- � * ,1� 4 i1/411e.m. = (sei-9))6P, 14-4104"* 5" P = (,et Isp _ s,i)G 41) = c � c 14•61\ 10'' t tf ,41 t/iP F P 4:2,743V LAI 3/4: --rel-L Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-8tructural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • teI: 253.383.2797 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Beam : KW-06002327 Engineer: Project Descr: Description : lateral support for Hoist column at upperfloor CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination IBC 2012 Applied Loads Load(s) for Span Number 1 Point Load: E = 6.960 k a 3.0 ft Moment : E =1.770 k-ft, Loc = 3.0 ft in span DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.652 : 1 HSS5x5x318 15.855 k-ft 24.331 k-ft +D+0.70E+H 0.000ft Span # 1 0.000 in 0.000 in 0.193 in 0.000 in Span - 80It HS85x5x315 Project ID: EN Printed: 16 JUL 2014, 6:50N1 Rle = CUlse(sVmh1DOCUME-11ENERCA-11PSF0FF-1.EC6 ENERCALC, INC.1983.2014, Buid:6.14.6.15, Ver:6,14.615 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : E(6 06) 46.0 ksi 29,000.0 ksi Service Toads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio = 0.107 : 1 Section used for this span HSS5x5x318 Va : Applied 4.872 k Vn/Omega : Allowable 45.601 k Load Combination +D+0.70E+H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Ratio = Ratio = Ratio = Ratio = 0 <360 0 <360 373 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max +D+H Dsgn. L = 3.00 ft 1 +D+L+H Dsgn. L = 3.00 ft 1 +D+Lr+H Dsgn. L = 3.00 ft 1 +D+S+H Dsgn. L = 3.00 ft 1 + D+0.750Lr+0.750L+H Dsgn. L = 3.00 ft 1 + 0+0.750L+0.750S+H Dsgn.L= 3.00ft 1 +0+0.60W+H Dsgn. L= 3.00ft 1 + 0+0.70E+H Dsgn. L = 3.00 ft 1 0.652 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 3.00 ft 1 +0+0,750L+0.750S+0.450W+H Dsgn. L = 3.00 ft 1 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 3.00 ft 1 0.489 +0.60D+0.60W+0.60H 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.107 -0.00 0.000 0.000 0.080 -0.00 Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 -15.86 15,86 40.63 24.33 1.00 1.00 4.87 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 -11.89 11.89 40.63 24.33 1.00 1.00 3.65 76.15 45.60 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 1 Steel Beam Engineer: Project Descr: Project ID: • Pi aiied:16 JUL 2014. 6:5OAM File =C:lUsersUmhIDOCUME-11ENERCA 1PSFOFF-1.EC6 ' ENERCALC, INC.1983.2014. Bull 614 G15, Ver•.6.14.6.15 Lic. i# : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : lateral support for Hoist column at upper floor Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 3.00 ft 1 0.000 40.63 24.33 1.00 1.00 -0.00 76.15 45.60 +0.60D+0.70E+0.60H Dsgn. L = 3.00 ft 1 0.652 0.107 -0.00 -15.86 15.86 40.63 24.33 1.00 1.00 4.87 76.15 45.60 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Dell Location in Span Load Combination E 1� E Only 1 0.1931 3.000 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 OverafMAimum 6.960 Overall MINimum 6.980 E Only 6.960 Support notation : Far left is #1 Max. '+' Dell Location in Span 0.0000 0.000 Values In KIPS Seattle Tacoma Structural Solutions PILE cnn , 811 First Avenue, Suite 620 • Seattle,WA 98104 • tel: 206.292ftr " •' ' - 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com STRUCTURAL CALCULATIONS FOR P5F MECHANICAL World Headquarters 11621 East Marginal Way South Tukwila, YVA 98168 Prepared by PG5 Structural Solutions 'F �tst S E f 1d-*S E owv P Q.E ioi t_`f clw�.-S I Ac LUOED Fo R_ PFoR.mh-T►o.1 (+4SE Tao' -EoL .oc•= J 14-021 January 21, 2014 RECEIVED CITY OF TUKWILA APR ti 5 2014 PERMIT CENTER a PCS Structural Solutions Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacana, WA 98402 teI: 253.383.2797 www.pcs-structural com REVISED PHASE 1 STRUCTURAL. CALCULATIONS FOR FSF WORLD HEADQUARTERS 11621 E. Marginal Way Tukwila, INA c18165 j D Prepared by PC S Structural 5olutions J 14-021 March 7, 2014 peoptAvoc,:-.,e I iov- ReMkrb),:j 3 Etae:c S og.A6c I tj PCP Arivq. c-h-tx-s it 4 t • Cs 41 PCS Project Job No Subject Sheet Name• Structural Solutions Originating Office: L' Seattle D Tacoma Date: N� f or.) F-e..j,I ohist - /1 C�e�Trr—a S Seattle l 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs structural rem Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Project: s F Job No- t4o 7-1 Subject: Sheet Name' 161'4 Structural Solutions Originating Office: rk Seattle 9 Tacoma Date. !° 147 , >.) fef ta''•••• • -4— S )( Z3ealtio 811 First Avenue, Suite 620 • Seattle, WA 98104 • id: 206.292.5076 www.pcs-structural.com Tacoma i 1250 Pacific Avenue, Suite 701 -Tacoma, WA 98402 tel: 253.383.2797 Ft 7; t 2,1 Project: Job No: Subject: Sheet 2E-1- Name: -.1-tArt Structural Solutions L.• Originating Office: Seat le DTacorna Date. t 2,(15\ 44,5 2.5) et ,; ' PLF 1 k#J4 (2,1844 otsi Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • lel: 206.292.5076 Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.333.2797 L L. WWW.pn-el (TUCit II ALCOM Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Ltc, # ; KW-06002327 Description : Wood Beam Design : existing roof end BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Project Title: Engineer: Project Descr: Project ID: is 3 fae=ciU5msUersMOQCUUME-1 t0RCA-11PSfOFF-1, ENERCALC, INC. 1983-2013. Build:8.13.8.31, Ver.6,13:8.31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-06 5.125x31.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V8 2,400.0 psi Fc - Pr!' 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf 2,400.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 24.50 ft Point: D = 4,780, S = 7.960 k t 46.50 ft Design Summary Max fb/Fb Ratio = 0.970; 1 tb : Actual : 1,964.14 psi at 16.788 ft in Span # 1 Fb : Allowable : 2,024.49 psi Load Comb : +D+S+H Max fv/FvRatio = 0.677 : 1 fv : Actual : 206.46 psi at 39.500 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb: +D+S+H Max Reactions (k) 0__ L lit 2 Left Support 6.18 10.31 Right Support 15.69 26.13 Wood Beam Design : middle BEAM Size : Wood Species : Fb -Tension Fb - Compr Applied Loads IX0.3675)Sto61251 39 5011 toil, 5 125x31 5 Max Deflections yy E b Downward L+Lr+S 0.914 in Downward Total 1,462 In Upward L+Lr+S -0.245 in Upward Total -0.391 in Live Load Deft Ratio 518 >360 Total Defl Ratio 324 >180 5.125x22.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load DF/DF 2,400.0 psi Fc - PHI 1,650.0 psi Fv 2,400.0 psi Fc - Perp 650.0 psi Ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 24.50 ft Design Summary Max fb/Fb Ratio = 0.906. 1 tb : Actual : 2,298.03 psi at Fb : Allowable : 2,537.08 psi Load Comb : +D+S+H Max fv/FvRatio = 0.468 : 1 fv : Actual : 142.52 psi at 0.000 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb : +D+S+H Max Reactions (k) Q L J r A W Left Support 4.78 7.96 Right Support 4.78 7.96 13.000 ft in Span # 1 Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 Combinations, Major Axis Bending Wood Grade : 24F - V8 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf 1,100.0 psi Eminbend - xx 930,0 ksi 0103075) S(0.0126) 26 0 R, 5125x22.5 Max De _ ctior►s E r Downward L+Lr+S 0.723 in Downward Total 1.157 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 431 >360 Total Defl Ratio 269 >180 1 1 L (5) ir AP ea MI IN IN 40 PIP VIP,* MO WI NO alb VS MN 2b3 261 3 NoA.7K mo" Vtiltivh 1.61 ---.»_-- 2rq- 7, 3•7.14- ((e) 24t. 2f- 24 lellre..... NIE -w41J 11,.1E r • a PCS Project: • Subject: Sheet Structural Solutions Originating Office: (Seattle Ej Tacoma 49. 3 4-, t S 3 2- (t) tt 0 fes.F tfASF 7_20 -17 c-- be ‘P4Y:- 6=A 4Ist PLF ° s40 • 'it .14,s. t t ar2.- -ZAP tiv t 2At, Job No. 1+020.1 IFT Name' Date. t& tO 2.4 k 2 0 tit. e-0"cc. E e_ pokA,0,1" 0 Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-struettual.com Tai;uma i 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the 'Settingsmenu item and then using the Printing & Title Block' selection. TftieApckLine 6 Steel Beam Lic. # : KW-06002327 Description : typical Purlin a CODE REFERENCES Calculations per MSC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 Project Title: En9ineer: Project Descr: D(0.48) L(0.64) Span = 24.50 ft W12x30 Applied Loads Uniform Load: D = 0.060, L = 0.080 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY _ Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.756 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.326 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + _ - +D+H Dsgn. L = 24.50 ft +D+L+11 Dsgn. L = 24.50 ft +D+Lr+H Dsgn. L = 24.50 ft +D4S+H Dsgn. L = 24.50 ft +040.750Lr+0.750L+H Dsgn. L = 24.50 ft +D+0.750L+0.750S+H Dsgn. L = 24.50 ft +D+0.60W+H Dsgn. L = 24.50 ft +D+0.70E+H Dsgn. L = 24.50 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 24.50 ft +0+0.750L+0.750S+0.450W+H Dsgn. L = 24.50 ff +D+0.750L+0.750S+0.5250E+H Dsgn. L = 24.50 ft 40.60D+0.60W+0.60H Dsgn. L = 24.50 ft 40.60D+0.70E+0.60H 1 0.335 0.092 36.02 1 0.781 0.215 84.04 1 0.335 0.092 36.02 1 0.335 0.092 36.02 1 0.670 0.184 72.03 1 0.670 0.184 72.03 1 0.335 0.092 36.02 1 0.335 0.092 36.02 1 0.670 0.184 72.03 1 0.670 0.184 72.03 1 0.670 0.184 72.03 1 0.201 0.055 21.61 • 0.781 : 1 W12x30 84.035 k-ft 107.535 k-ft +D+L+H 12.250ft Span # 1 Project ID: File kUseisiiimier):ICUM.E-RENERCA-11PSFOFF-1.EC8 ENERCALC. INC. 1983,2013, Mold 6.136,31, Ver:&13131 Licensee t PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus 50.0 ksi 29,000.0 ksi St, Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 388 0 <360 222 0 <180 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 36.02 179.58 107.53 1,00 1.00 84.04 179.58 107.53 1.00 1.00 36.02 179.58 107.53 1.00 1.00 36.02 179.58 107.53 1.00 1.00 72.03 179.58 107.53 1.00 1.00 72.03 179.58 107.53 1.00 1.00 36.02 179.58 107.53 1.00 1.00 36.02 179.58 107.53 1.00 1.00 72.03 179.58 107.53 1.00 1.00 72.03 179.58 107.53 1.00 1.00 72.03 179.58 107.53 1.00 1.00 21.61 179.58 107.53 1.00 1.00 Desi n OK 0.215: 1 W12x30 13.720 k 63.960 k +D+L+H 0.000 ft Span # 1 Steemaly of Shear Values Va Max Vnx Vnx/Omega 5.88 13.72 5.88 5.88 11.76 11.76 5.88 5.88 11.76 11.76 11.76 3.53 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lie.. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS rroject i me: Engineer: Project Descr: Project ID: 3. File =ciusesU iDOW. s +11ENEERCA-UPSFOFF-1,EC8 EtERCAI.C, INC.19a3-2013, 8uif*6i3.8.31, Ver:6 ta8.3I Description : typal pudin Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 24.50 ft 1 0.201 0.055 21.61 21.61 179.58 107.53 1.00 1.00 3.53 95.94 63.96 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 - 1.3260 12.373 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum _,.. 13.720 13.720 .m D Only 5.880 5.880 L Only 7.840 7.840 D+t. 13.720 13.720 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Lane 6 Steel Beam Lic. 4 : KW-06002327 Description : typical purlin 11.0 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 • • Applied Loads Project Title: Engineer: Project Descr: D(0.48) L(0.64) Span = 11.0 ft Uniform Load : D = 0.060, L = 0.080 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.183: 1 Section used for this span W12x26 Ma : Applied 16.940 k-ft Mn / Omega : Allowable 92.814 k-ft Load Combination +D+L+H Location of maximum on span 5.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span* M V Mmax + D Only Dsgn. L = 11.00 ft 1 +D+L+H Dsgn. L = 11.00 ft 1 +D+Lr+H Dsgn. L = 11.00 ft 1 +D+S+H Dsgn.L= 11.00ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 11.00 ft 1 +040.750L+0.750S4H Dsgn. L = 11.00 ft 1 +D+W+H Dsgn. L = 11.00 ft 1 +040.70E+H Dsgn. L = 11.00 ft 1 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 11.00 ft 1 +0+0.750L+0.750S+0.750W4l Dsgn. L = 11.00 ft 1 +D+0.750Lr+0.7501+0.5250E+H Dsgn. L = 11.00 ft 1 +040.750L+0.750S+0.5250E+H Dsgn. L = 11.00 ft 1 +0.60D+W+H 0.078 0.047 0.183 0.110 0.078 0.047 0.078 0.047 0.156 0.094 0.156 0.094 0.078 0.047 0.078 0.047 0.156 0.094 0.156 0.094 0.156 0.094 0.156 0.094 t1.936 in 0.000 in 0.063 in 0.000 in 7.26 16.94 7.26 7.26 14.52 14.52 7.26 7.26 14.52 14.52 14.52 14.52 W12x26 Project ID: Fe? riio = c%Us tkatt100CUME-11ENERCA-11PSF0FF-1.EC6 ENERCALC, U4C. 12013, Ould:E.13:8.31. Ver.6;13:8.31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress patio Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 3.674 0 <360 2100 0 <240 Stpnma y of Moment Values Mmax - Ma - Max Mnx Mnx/Cmega Cb 7,26 16.94 7.26 7.26 14.52 14.52 7.26 7.26 14.52 14.52 14.52 14.52 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Deal n OK 0.110 : 1 W12x26 6.160 k 56.120 k +D+L+H 0.000 ft Span#1 Summary of Shear Values. Va Max Vnx VnxlOmega 2.64 84.18 56.12 6.16 84.18 56.12 2.64 84.18 56.12 2.64 84.18 56.12 5.28 84.18 56.12 5.28 84.18 56.12 2.64 84.18 56.12 2.64 84.18 56.12 5.28 84.18 56.12 5.28 84.18 56.12 5.28 84.18 56.12 5.28 84.18 56.12 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Late 6 Steel Beam Project Title: Engineer: Project Descr. Project ID: "2- F9 Fie = c3UsersUimMDOCUME-1\ENERCA-1 PSF0FF-1.EC6 FNERCALC, INC 19632013, Re11t:6.13.831, Ve.13:8.31 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : typical purlin 11.0 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 11.60 ft 1 0.047 0.028 4.36 4.36 155.00 92.81 1.00 1.00 ' 1.58 84.18 56.12 +0.60D+0.70E+H Dsgn. L = 11.00 ft 1 0.047 0.028 4.36 4.36 155.00 92.81 1.00 1.00 1.58 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'- Defl Location in Span Load Combination Max.'+' Defl Location In Span D+L 1 0.0629 5.555 TM 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.160 6.160 D Only 2.640 2.640 L Only 3.520 3.520 D+L 6.160 6.160 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : typical purlin 11.0 partial -2 3 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Applied Loads .. ........... Load for Span Number 1 Uniform Load ; D = 0.060, L = 0.080 ksf, Extent = 6,0 -» 11.0 ft, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Sending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.091: 1 W12x26 8.359 k-ft 91.776 k-ft +D+L+H 7.150ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.016 in Ratio = 0.000 in Ratio = 0.027 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn. L = 11.00 ft +0+L+H Dsgn. L = 11.00 ft +D+Lr+H Dsgn. L = 11.00 ft +O+S+H Dsgn. L = 11.00 ft +0+0.750Lr+0.750L+H Dsgn.L= 11.00ft +D+0.750L+0.750S+H Dsgn.L= 11.00ft +0+W+H Dsgn. L = 11.00 ft +0+0.70E+H Dsgn. L = 11.00 ft +0+0.750Lr+0.75f1+0.750W+H Dsgn. L = 11.00 ft +13+0.750L+0.750S+0.750W+H Dsgn. L= 11.00ft +0+0.750Lr+0,750L+0.5250E+H Dsgn. L = 11.00 ft +0+0.750L+0.750S+0.5250E+f1 Dsgn. L = 11.00 ft 1 0.039 0.033 3.58 1 0.091 0.077 8.36 1 0.039 0.033 3.58 1 0.039 0.033 3.58 1 0.078 0.066 7.17 1 0.078 0.066 7.17 1 0.039 0.033 3.58 1 0.039 0.033 3.58 1 0.078 0.066 7.17 1 0.078 0.066 7.17 1 0.078 0.066 7.17 1 0.078 0.066 7.17 8.512 0 <360 4864 0 <240 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 3.58 153.27 91.78 1.27 1.00 8.36 153.27 91.78 1.27 1.00 3.58 153.27 91.78 1,27 1.00 3.58 153.27 91.78 1.27 1.00 7.17 153.27 91.78 1.27 1.00 7.17 153.27 91.78 1.27 1.00 3.58 153.27 91.78 1.27 1.00 3.58 153.27 91.78 1.27 1.00 7.17 153.27 91.78 1.27 1.00 7.17 153.27 91.78 1.27 1.00 7.17 153.27 91.78 1.27 1.00 7.17 153.27 91.78 1.27 1.00 Project Title: Engineer: Project Descr: Span =11.oft W12x26 Project ID:i O flie =c1UsersUknhl cuME-11ENERCA-IIPSFO0tF 1.EC8 ENERCALC. INC. 1983.2013. Bu8d 613.8.3t, Ver:6.13,8 31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.48) L(0.64) V Service loads entered. Load Factors will be applied for calculations. Desl•n OK 0.077 : 1 W12x26 4.327 k 56.120 k +D+L+H 11.000 ft Span # 1 Summary of Shear Values Va Max Vox Vnx/Omega 1.85 4.33 1.85 1.85 3.71 3.71 1.85 1.85 3.71 3.71 3.71 3.71 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Protect ID: 2,F i} j File .e.lUsms Jkni+tOt)CUME-11ENERCA-ttf'SFOFF$1.EC6 ENCRCAi C, K. 2013, Buird:6.13.8.31, Ver.6.138,31 Lkc. # : KVV436002327 Liconsee : PCS STRUCTURAL. SOLUTIONS Description : typical pudin 11.0 partial Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma • Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+w+H Dsgn. L = 11.00 ft 1 0.023 0.020 2.15 2.15 153.27 91.78 1.27 1.00 1.11 84.18 56.12 a0.60D+0.70E+H Osgn. L = 11.00 ft 1 0.023 0.020 2.15 2.15 153.27 91.78 1.27 1.00 1.11 84.18 56.12 Overall Maximum Deflections -,Unfactored Loads Load Combination Span Max.'-" Deft Location In Span Load Combination Max. `+" Dell Location in Span D+L 1 0.0271 6.050 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 1.273 4.327 0 Only 0.545 1.855 L Only 0.727 2.473 DaL 1.273 4.327 Title Block Line 1 You can change this area using the 'Settings* menu item and then using the 'Printing & Title Block' selection. Title Block Une 6 Steel Beam Ltc. # : KW-06002327 Description : typical pwiin 24.5 partial 15.5 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths -. Span # 1, Braced @ Mid Span Applied Loads Load for Span Number 1 Uniform Load : D = 0.060, L = 0.080 ksf, Extent = 0.0 -» 15,50 ft, Tributary width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.758 : 1 W12x26 62.883 k-ft 83.006 k-ft +D+L+H 10.658ft Span # 1 0.625 in 0.000 in 1.094 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn. L = 12,25 ft 1 0.325 0.091 26.95 Dsgn. L = 12.25 ft 1 0.283 0.042 26.30 +D+L+H Dsgn. L = 12.25 ft 1 0.758 0.211 62.88 Dsgn. L = 12.25 ft 1 0.661 0.098 61.36 +D+Lr+H Dsgn. L = 12.25 ft 1 0.325 0.091 26.95 Dsgn. L = 12.25 ft 1 0.283 0.042 26.30 +0+S+H Dsgn. L = 12.25 ft 1 0.325 0.091 26.95 Dsgn. L = 12.25 ft 1 0.283 0.042 26.30 +D+0.750Lr+0.750L+H Dsgn. L = 12.25 ft 1 0.649 0.181 53.90 Dsgn. L = 12.25 ft 1 0.567 0.084 52.59 +0+0.750L+0.750S+H Dsgn. L = 12.25 ft 1 0.649 0.181 53.90 Dsgn. L = 12.25 ft 1 0,567 0.084 52.59 +0+W+#1 Dsgn. L = 12.25 ft 1 0.325 0.091 26.95 Dsgn. L = 12.25 ft 1 0.283 0.042 26.30 +D+0.70E+H Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 470 0 <360 269 0 <240 Nrolect i me: Engineer: Project Descr: Span = 24.50 ft W12x26 Project ID: y 11 File = 0:1Use►stlanh100CUME-11ENEftCA-11PSf0Ff1:EC6 ENERCALC. tNC 1983 013, 8odd:&1i,8.31,VerS,138.a1 e : PCS STRUCTURAL SOLUTIONS Ltc Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.211 :1 W12x26 11.869 k 56.120 k +D+L+H 0.000 ft Span # 1 Summary of Moment Values Summary of ShearValues Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 26.95 138.62 83.01 1.22 1.00 26.30 155.00 92.81 1.57 1.00 62.88 138.62 83.01 1.22 1.00 61.36 155.00 92.81 1.57 1.00 26.95 138.62 83.01 1.22 1.00 26,30 155.00 92.81 1.57 1.00 26.95 138,62 83.01 1.22 1.00 26.30 155.00 92.81 1.57 1.00 53.90 138.62 83.01 1.22 1.00 52.59 155.00 92.81 1.57 1.00 53.90 138.62 83.01 1,22 1.00 52.59 155.00 92.81 1.57 1.00 26.95 138.62 83.01 1.22 1.00 26.30 155.00 92.81 1.57 1.00 5,09 84.18 56.12 2.35 84.18 56.12 11.87 84.18 56.12 5.49 84.18 56.12 5.09 84.18 56.12 2,35 84.18 56.12 5.09 84.18 56.12 2.35 84.18 56.12 10.17 84.18 56.12 4.71 84.18 56.12 10.17 84.18 56.12 4.71 84.18 56.12 5.09 84,18 56.12 2.35 84.18 56,12 I itle block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : typical pudin 24.5 partial 15.5 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Dsgn. L = 12.25 ft 1 0.325 0.091 26.95 Dsgn. L = 12.25 ft 1 0.283 0.042 26.30 +D+0,750Lr40.750L40.750W411 Dsgn. L = 12.25 ft 1 0.649 0.181 53.90 Dsgn. L = 12.25 ft 1 0.567 0.084 52.59 ' O+0.750L+0.750S+0.750W+H Dsgn. l = 12.25 ft 1 0.649 0.181 53.90 Dsgn. L = 12.25 ft 1 0.567 0.084 52.59 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 12.25 ft 1 0.649 0.181 53.90 Dsgn. L = 12.25 ft 1 0.567 0.084 52.59 4040.750L+0.750S+0.5250E+H Dsgn. L = 12.25 ft 1 0.649 0.181 53.90 Dsgn. L = 12.25 ft 1 0.567 0.084 52.59 40.60D+W4H Dsgn. L = 12.25 ft 1 0.195 0.054 16.17 Dsgn. L = 12.25 ft 1 0.170 0.025 15.78 +0.60D40,70E4H Dsgn. L = 12.25 ft 1 0.195 0.054 16.17 Dsgn. L = 12.25 ft 1 0.170 0,025 15.78 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Deft D4L 1 1.0943 Vertical Reactions • Unfactored Load Combination Support 1 - Overaft MAXTmum 11.869 D Only 5.087 L Only 6.762 D+1. 11.869 Support 2 5.491 2.353 3.138 5.491 t.roject i rue: Engineer: Project Descr: Project ID: If ts3 Fite. c:tker ,Uimh1DOCUMt:. stENERCA-1109FOFF-1.EC6 ENERCAI.C, MNC.1902013, B s*,li.13.8.31, Ve4:6.138.31 Liconsoe ; PCS STRUCTURAL SOLUTIONS Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 26.95 138.62 83.01 1.22 1.00 26.30 155.00 92.81 1.57 1.00 53.90 138,62 83.01 1.22 1.00 52.59 155,00 92.81 1.57 1.00 53.90 138.62 83.01 1.22 1.00 52.59 155.00 92.81 1.57 1.00 53.90 138.62 83.01 1.22 1.00 52.59 155.00 92.81 1.57 1.00 53.90 138.62 83.01 1.22 1.00 52.59 155.00 92.81 1.57 1.00 16.17 138.62 83.01 1,22 1.00 15.78 155.00 92.81 1.57 1.00 16.17 138.62 83.01 1.22 1.00 15.78 155.00 92.81 1.57 1.00 Location in Span Load Combination 11.760 Support notation ; Far left is #1 Summary of Shear Values Va Max Vnx Vnx/Omega 5,09 84.18 56.12 2.35 84.18 56.12 10.17 84.18 56.12 4.71 84.18 56.12 10.17 84.18 56..12 4.71 84.18 56.12 10.17 84.18 56.12 4,71 84.18 56.12 10.17 84.18 56.12 4.71 84.18 56.12 3.05 84.18 56.12 1.41 84.18 56.12 3.05 84.18 56,12 1,41 84.18 56.12 Max. Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Llc. # : KW-06002327 Description : typical puriin 24.5 partial 9.5 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Defined Brace Locations, First Brace at 9.50 ft, Second Brace at ft, Third Brace at ft Project Title: Engineer: Project Descr: D(0.48) L(0.64) Applied Loads Load for Span Number 1 Uniform Load : 0 = 0.060, L = 0.080 ksf, Extent = 0.0 -» 9.50 ft, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Sending Stress Ratio Section used for this span Ma : Applied Mn l Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Project ID: '-' 14- FoeIDcWsers minDOCUME-SIENERC -WSFO -1.Et ENERCALC, INC. 1983-2013, Bui14:6.13.8.31, Ver6.13 t8.31 unsee : PCS STRUCTURAL SOLUTIONS L Fy : Steel Yield : E: Modulus : 0.354: 1 Maximum Shear Stress Ratio W12x26 Section used for this span 32.841 k-ft Va : Applied 92.814 k-ft Vn7Omega : Allowable +D+L+H Load Combination 7.718ft Location of maximum on span Span # 1 Span # where maximum occurs 0.291 in 0.000 in 0.510 in 0.000 in Maximum Forces & Stresses for Load Combinations_ Load Combination Max Stress Ratios Segment Length Span # M V D Onty Dsgn. L = 9.43 ft 1 Dsgn. L = 15.07 ft 1 +O+L+H Dsgn. L = 9.43 ft 1 Dsgn.L= 15.07ft 1 +D+Lr+H Dsgn. L = 9.43 ft 1 Dsgn. L = 15.07 ft 1 +D+S+H Dsgn.L= 9.43ft 1 Dsgn. L = 15.07 ft 1 +0+0.750Lr+0.750L+H Dsgn. L = 9.43 ft 1 Dsgn. L = 15.07 ft 1 +D+0.750L+0.750S+H Dsgn.L= 9.43ft 1 Dsgn. L = 15.07 ft 1 +D+W+H Dsgn. L = 9.43 ft Dsgn. L = 15.07 ft +D+0.70E+H Mmax + Ratio = Ratio = Ratio = Ratio = 1,008 0 <360 576 0 <240 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Span = 24.50 ft W12x26 50.0 ksi 29,000.0 ksi Service Toads entered. Load Factors will be applied for calculations. Desk n OK 0.153 :1 W12x26 8.577 k 56.120 k +D+L+H 0.000 ft Span # 1 Summary of Shear Values Rm Va Max Vnx VnxlOrnega 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1.00 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1.00 0.354 0.153 32.84 32.84 155.00 92,81 1.20 1,00 0.335 0.037 31.08 31.08 155.00 92.81 1.66 1.00 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1.00 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1.00 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1.00 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1.00 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1.00 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1.00 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 1 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1.00 1 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1.00 3.68 84.18 56.12 0.88 84.18 56.12 8.58 84.18 56.12 2.06 84.18 56.12 3.68 84.18 56.12 0.88 84.18 56.12 3.68 84.18 56.12 0.88 84.18 56.12 7.35 84.18 56.12 1.77 84.18 56.12 7.35 84.18 56.12 1.77 84.18 56.12 3,68 84.18 56.12 0.88 84.18 56.12 I itle Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Stock Line 6 Steel Beam Lic. # : KW-06002327 Description : typical purlin 24.5 partial 9.5 rrojecl r tile: Engineer: Project Descr: Project ID: .7> Si File =c: isev5ilinio00CUME-tlENERCA-t'PSFOFF-1.Et6 ENERCAL1q INC 1983.2013, 8ulfd:6,13.8.91, Ver,6.13.8,31 Licensee : PC8 STRUCTURAL SOLUTIONS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm W Max Vnx VnxlOmega Dsgn. L = 9.43 ft 1 0.152 0.066 14.07 14,07 155.00 92.81 1,20 1.00 - 3.68 84.18 56.12 Dsgn. L = 15.07 ft 1 0.144 0.016 13.32 13,32 155.00 92.81 1.66 1,00 0.88 84.18 56.12 +0+0,7501r+0.7501+0.750W+H Dsgn. L = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1.00 7.35 84.18 56.12 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1,00 1.77 84.18 56.12 +040.750L+0.7505+0.750W+4i Dsgn. L = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1,20 1.00 7.35 84.18 56.12 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 1.77 84.18 56.12 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 9.43 ft 1 0.303 0.131 28,15 28.15 155.00 92.81 1.20 1.00 7.35 84.18 56.12 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 1.77 84.18 56.12 +D+0,7501+0.750S+0.5250E+H Dsgn. I. = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1.00 7,35 84,18 56.12 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 1.77 84.18 56.12 +0.60D+W+H Dsgn. L = 9.43 ft 1 0.091 0.039 8.44 8.44 155.00 92.81 1.20 1.00 2.21 84.18 56.12 Dsgn. L = 15.07 ft 1 0.086 0.009 7.99 7.99 155.00 92.81 1.66 1.00 0,53 84.18 56.12 +0.60D+0.70E+H Dsgn. L = 9,43 ft 1 0.091 0.039 8.44 8.44 155.00 92.81 1.20 1.00 2.21 84.18 56.12 Dsgn. L = 15.07 ft 1 0.086 0.009 7.99 7.99 155.00 92.81 1.66 1.00 0.53 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "' Defl Location in Span Load Combination D+L t 0.5104 10.903 Vertical Reactions :Unfactored Load Combination Support 1 Support 2 Overa➢MAXlmum 8.577 2.063 D Onty 3.676 0.884 L Only 4.901 1.179 D+L 8.577 2.063 Support notation : Far left is #1 Max. '+ Deft Location in Span 0.0000 0.000 Values in KIPS Project Job No• 1'4 Subject Sheet ' (1G Name. '1 t 4". 2gT Structural Solutions Originating Office: [] Seattle ❑ Tacoma Date. t tJ tx) T k1 Cr- 'F Ar .A < 44 '>G : 3 ,12 \c, 1 L 4 tZ k- t. V° P, P� ftx ?tt.: 3(',o(,): jt44-G $ ktsir rt rL - � C��C� o��� 0zk .24' it �2 D 2_(12.)(t04)_ (ti) (0 o' ¢,$off tom#-1y 1200 Seattle 811 First Avenue, Suite 620 • Seattle,WA 98104 • tel: 206.292.5076 www.per-structural.com Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 ►itle Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Llc. i KW-06002327 Description : beam 4 8 vi CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 D(1.44) L(1.92) Applied Loads Load(s) for Span Number 1 Point Load: D=1.440, L=1.920k6.0ft Point Load : D =1.440, L =1.920 k (a 16.0 ft Point Load: D=1.920, L=4.80k(a 21.0ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Project Title: Engineer: Project Descr: Span = 24.0 ft W12x26 0.434: 1 W12x26 40.286 k-ft 92.814 k-ft Load Combination +D+L+H Location of maximum on span 15.960ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.427 in Max Upward L+Lr+S Deflection 0.000 In Max Downward Total Deflection 0.696 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn. L = 24.00 ft 1 +D+L+H Dsgn. L = 24.00 ft 1 +D+t.r+H Dsgn. L = 24.00 ft 1 +D+S+H Dsgn. L = 24:00 ft 1 +0+0.750Lr+0.750L+H Dsgn. L = 24.00 ft 1 +0+0.750L+0.750S+11 Dsgn. L = 24.00 ft 1 +D+W+H Dsgn. L = 24.00 ft 1 +D+0.70E+H Dsgn. L = 24.00 ft 1 +0+0.750Lr+0.7501+0.750W+H Dsgn. L = 24.00 ft 1 +0+0.750L+0.750S+0.750W+41 Dsgn. L = 24.00 ft 1 +0+0.750Lr+0.7501+0.5250E+H Dsgn. L = 24.00 ft 1 Protect ID: 2F j rt-m'a 46Ju:2614 Fee = etUnentfl n DOCUME-NE,HERCA-11PSF0FF-1.EC6 ENERCALC, INC. 1983.2013.9tat6,13.$.3t. Verb. t 3.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Service toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 673 0 <360 414 0 <240 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 0.165 0.056 15.35 15.35 155.00 92.81 1.00 1.00 0.434 0.165 40.29 40.29 155.00 92.81 1.00 1.00 0.165 0.056 15.35 15.35 155.00 92.81 1.00 1.00 0.165 0.056 15.35 15.35 155.00 92.81 1.00 1.00 0.367 0.137 34.05 34.05 155.00 92.81 1.00 1.00 0.367 0.137 34.05 34.05 155.00 92.81 1.00 1.00 0.165 0.056 15.35 15.35 155.00 92.81 1.00 1.00 0.165 0.056 15.35 15.35 155.00 92.81 1.00 1.00 0.367 0.137 34.05 34.05 155.00 92.81 1.00 1.00 0.367 0.137 34.05 34,05 155.00 92.81 1.00 1.00 0.367 0.137 34.05 34.05 155.00 92.81 1.00 1.00 Design OK 0.165 :1 W12x26 9.240 k 56.120 k +D+L+H 21.120 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 3.12 9.24 3.12 3.12 7.71 7.71 3.12 3.12 7.71 7.71 7.71 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 I itle block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Project Iltie: Engineer: Project Descr: Project ID: ) .FI Qj Title Block Line 6 t ila aUsersVir CuME-nENERcA-0PSF0FF-1,EC6 I Steel Beam ENERCALC.INC.1902013, WO 138.31 Vet:6.118.31 L,c. # ; KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : beam 4.8 Load Combination Max Stress Ratios Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +0 40.750L+0.750S+0.5250E+H Dsgn. L = 24.00 ft 1 0.367 0.137 34.05 34.05 155.00 92.81 1,00 1.00 7.71 84.18 56.12 +0.60D+W+H Dsgn. L = 24.00 ft 1 0.099 0.033 9.21 9.21 1 gt5.00 92.81 1.00 1.00 1.87 84.18 56.12 40.600+0.70E4H Dsgn. L = 24.00 ft 1 0.099 0.033 9.21 9.21 155.00 92.81 1.00 1.00 1.87 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -' Del Location in Span Load Combination Max. "+" Dell Location in Span D+L 1 0.6957 12.600 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is t1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.200 9.240 D Only 1.680 3.120 L Only 2.520 6.120 D+L 4.200 9.240 Summary of Moment Values Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Black Line 6 Steel Beam Lic. # : KW-06002327 Description : header E CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Project Title: Engineer: Project Descr: D(3.12) L(6.12) t O(0.48).,L(0.64) t._. Span = 11.0 ft Applied Loads Uniform Load : D = 0.060, L = 0.080 ksf, Tributary Width = 8.0 ft Point Load: D=3.120, L=6.120kp 5.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.085 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.137 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn, L = 11.00 ft 1 0.169 0.077 15.70 +D+L+H Dsgn. L = 11.00 ft 1 0.452 0.200 41.98 +D+Lr+H Dsgn. L = 11.00 ft 1 0.169 0.077 15.70 +D+S+H Dsgn. L = 11.00 ft 1 0.077 15.70 +0+0.7501..r+0.750L+H Dsgn. L = 11.00 ft 1 0.169 35.41 +0+0.750L+0.750S+H Dsgn. L = 11.00 ft 1 0.169 35.41 +D+W+H Dsgn. L = 11.00 ft 1 0.077 15.70 +D+0.70E+H Dsgn.L= 11.00ft 1 +0+0.750Lr+0,750L+0.750W41 Dsgn.L= 11.00ft 1 +0+0.750L+0.750S+0.750W+H Dsgn. L= 11.00 ft 1 +D+0.750Lr+0.750L+0.5250E+H Osgn. L = 11.00 ft 1 +0+0.7501+0.750S+0.5250E+H Dsgn.1= 11.00 ft 1 0.169 0.382 0.382 0.169 0.169 0.077 15.70 0.382 0.169 35.41 0.382 0.169 35.41 0.382 0.169 35.41 0.382 0.169 35.41 0.452: 1 W12x26 41.982 k-ft 92.814 k-ft +D+L+H 5.005ft Span # 1 W12x26 Project ID: 2,'t 9 Foe=t:ttherstilmh100CUME-ilEt4ERCA-i1PSF0FF-1,EC6 i NERCALC, INC. 1983-2013, 8uitu:6.13.831, Ver:5.13:8.31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E. Modulus : 1► 50.0 ksi 29,000.0 ksi Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1,547 0 <360 961 0 <240 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 15.70 155.00 92.81 1.00 1.00 41.98 155.00 92.81 1.00 1.00 15.70 155.00 92.81 1.00 1.00 15.70 155.00 92.81 1.00 1.00 35.41 155.00 92.81 1.00 1.00 35.41 155.00 92.81 1.00 1.00 15.70 155.00 92.81 1.00 1.00 15.70 155.00 92.81 1.00 1.00 35.41 155.00 92.81 1.00 1.00 35.41 155.00 92.81 1.00 1.00 35.41 155.00 92.81 1.00 1.00 35.41 155.00 92.81 1,00 1.00 Design OK 0 200 1 W12x26 11.20 k 56.120 k +D+L+H 0.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 4.34 11.20 4.34 4.34 9.49 9.49 4.34 4.34 9.49 9.49 9.49 9.49 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Beam Llc. # : KW-06002327 Description : header E Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx(Omega Cb Rm Va Max Vnx Vnx!Omega +0.60D+W+H Dsgn. L = 11.00 ft 1 0.102 0.046 9.42 9.42 155.00 92.81 1.00 1.00 2.61 64.18 56.12 +0.60D+0.70E+H Dsgn. L = 11.00 ft 1 0.102 0.046 9.42 9.42 155.00 92.81 1.00 1.00 2.61 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "' Defl Location in Span Load Combination Max. "+ DeA Location in Span D+L _ __. 0.1374 5.445 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Project Title: Engineer: Project Descr: Project ID: " F tlsers1A OO UME-ftENERCA-1►PSr0FF-1_EC13 EKERCALC.INC.1 2013. Bwad:6.13.8.31, Ver.&.13.8.31 e : PCS STRUCTURAL SOLUTIONS Llcen Vertical Reactions - Unfactored Load Combination Suppod 1 Support 2 Overall MAXimum 11.200 10.360 D Only 4.342 4.058 L Only 6.858 6.302 D+{. 11.200 10.360 Summary of Moment Values Summary of Shear Values 11 PCS Project: PS Job No )1 '�' Subject: Sheet PLIName' L ` Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: ' * 2 — 4- b Cat-CzisIcC- 4•-. a L - -fit + 447 2 - t4.to-244. Seattia 1811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structurtl.com Taco ni 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 D Only Dsgn. L= 25.00ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +0+L+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +04r+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +D+S+H Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 5 / A > C CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing Is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 2.0 ft, Second Brace at 10.0 ft, Third Brace at ft Project Title: Engineer: Project Descr: D(7.73) L(10.31) D(7.73) L(10.31) SP% Oft Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 7.730, L=10.310k(a13,0ft Point Load: D=7.730, L=10.310k(a),11.0ft Point Load: D = 7.730, L = 10.310 k 19.0 ft Point Load : D = 5.880, L = 7.840 k @ 25.0 ft Load(s) for Span Number 2 Point Load: D=1.850, L=2.420k an2.0ft Point Load : D = 7.730, L= 10.310 k (5410,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Project ID: F e ersiiin hDOCUME-MENERCA-nPSFOFT-ikO ENERCAI.C, INC.1983-2013. BviW:6.13.I1.31, vor8.13.&3t Licensee : PCS STRUCTURAL SOLUTIONS Fy Steel Yield : E: Modulus : D(7.73) L(10.31) D(5.88.0(1(:88)3..(2.42) 0.7ti0:1 _._ W18x50 191.442 k-ft 251.996 k-ft Load Combination +0+L++1 Location of maximum on span 25.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward l+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.293 in 0.000 in 0.508 in 0.000 in 50.0 ksi 29,000.0 ksi D(7.73) L(10.31) t Sp001131P06f Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 820 0 <360 472 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx)Omega Cb Rm 1 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 2 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 2 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 1 0.760 0.358 108.50 -191.44 191.44 420.83 252.00 1.00 1.00 45.82 191,70 127.80 2 0.760 0.178 -0.00-191.44 191.44 420.83 252.00 1.00 22.81 191.70 127.80 2 0.626 0.144 -145.92 145.92 389.31 233.12 1.00 18.44 191.70 127.80 1 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 2 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 2 0.272 0.064 -63.44 63.44 389,31 233.12 1.00 8.13 191.70 127.80 Descr n OK 0.358 :1 W18x50 45.816 k 127.80 k +0+L+H 25.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/0mega Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title 81ock Line 6 Steel Beam Project Title: Engineer: Project Descr: Project ID: File = clUserstirn±n00CUME-ItEi1EaCkilPSFOFF-1.ECb E► ERCALC. INC.1983.2013, BuiMt6. t3.8 31, Vei:6.13.8.3i Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : girder5!A>C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 25.00 ft 1 0.331 0.157 48.05 -83.50 83.50 420.63 252.00 1.00 1.00 20.05 191,70 127.80 Dsgn. L = 2.00 ft 2 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 Dsgn. L = 8.00 ft 2 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 +0+0.750Lr+0.750L+H Dsgn. L = 25.00 ft 1 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 Dsgn. L = 2.00 ft 2 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 Dsgn. L = 8.00 ft 2 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 +D+0.750L+0.750S+H Dsgn. L = 25.00 ft 1 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 Dsgn. L = 2.00 ft 2 0.653 0.154 -0.00-164.46 164.46 420.83 252,00 1.00 19.63 191.70 127.80 Dsgn. L = 8.00 ft 2 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 +O+W+H Dsgn. L = 25.00 ft 1 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127,80 Dsgn. L = 2.00 ft 2 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 Dsgn. L = 8.00 ft 2 0.272 0.064 -63.44 63,44 389.31 233.12 1.00 8.13 191.70 127.80 +D+0.70E+H Dsgn. L = 25.00 ft 1 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 Dsgn. L = 2.00 ft 2 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 Dsgn. L = 8.00 ft 2 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 +D+0,750Lr+0.750L+0.750W+H Dsgn. L = 25.00 ft 1 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 Dsgn. L = 2.00 ft 2 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 Dsgn. L = 8.00 ft 2 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 +0+0.750L+0.7509+0.750W+H 'Dsgn. L = 25.00 ft 1 0.653 0.308 93.38 -164,46 164.46 420.83 252.00 1,00 1.00 39.37 191.70 127.80 Dsgn. L = 2.00 ft 2 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 Dsgn. L = 8.00 ft 2 0.538 0,124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 +0+0.7501r+0.750L+0.5250E+H Dsgn. L = 25.00 ft 1 0.653 0.308 93.38-164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 Dsgn. L = 2.00 ft 2 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 Dsgn. L = 8.00 ft 2 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 25.00 ft 1 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 Dsgn. L = 2.00 ft 2 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 Dsgn.L = 8.00 ft 2 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 +0.60D+W+H Dsgn. L = 25.00 ft 1 0.199 0,094 28.83 -50.10 50.10 420.83 252.00 1.00 1.00 12.03 191.70 127.80 Dsgn. L = 2.00 ft 2 0.199 0.047 -0.00 -50.10 50.10 420.83 252.00 1.00 6.05 191.70 127.80 Dsgn. L = 8.00 ft 2 0.163 0.038 -38.06 38.06 389.31 233.12 1.00 4.88 191.70 127.80 +0.60D+0.70E+H Dsgn. L = 25.00 ft 1 0.199 0.094 28.83 -50.10 50.10 420.83 252.00 1.00 1.00 12.03 191.70 127.80 Dsgn. L = 2.00 ft 2 0.199 0.047 -0.00 -50.10 50.10 420.83 252.00 1.00 6.05 191.70 127.80 Dsgn. L = 8.00 ft 2 0.163 0.038 -38.06 38.06 389.31 233.12 1.00 4.88 191.70 127.80 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. '+" Den Location in Span D+L 1 0.3581 10.577 0.0000 0.000 D+L 2 0.5084 10.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 overall MAXtmum 23175 68.626 D Only 10.272 30.130 L only 13.003 38.497 D+L 23.275 68.626 Structural Solutions Project?'S Job No. \ 4-0.24 Subject* Sbuot I1 4 Name' Originating Office: fl Seattle EJ Tacoma Date- 4 ) ) P, P L Pt,. e, -2-(c.tee hs-4-tot vt•- 'Pa 0 ?L 12 4k. - ) ‘-o s-- s i,32 z f W lief 3?, 1.49 t Y 3 9, Seauto 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 WNW pcs.structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383:2797 D(11.76) L(15.68) Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 1 Steel Beam Lic. # : 1(W-06002327 Description : girder 6 / C > D 7-C421- CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 D(11.76)j L(15.68) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D =11.760, L .15.680 k A 5.0 ft Point Load : D =11.760, L= 15.680 k (a1,13.0 ft Point Load : D .11.760, L = 15.680 k (a, 21.0 ft Load(s) for Span Number 2 Point Load: D=9.550, L=12.740k(a18.0ft Point Load : D = 9.550, L =12.740 k aA 16.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio - Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Project Title: Engineer: Project Descr: D(11.76) L(15.68) Project ID: Z F'2S" Flo = c:WsasUtmh100CUME-11ENERCA:11PSFOFF-1:EC6 RC/LC,1NC.19832013, 8u1d:6.13,8.31, Ver6.13.8.31 : PC8 STRUCTURAL SOLUTIONS License Fy: Steel Yield : E: Modulus D(9.55) L(12.74) 1... 50.0 ksi 29,000.0 ksi D(9.55) L(12.74) Service Toads entered. Load Factors will be applied for calculations. 0.964 : 1 Maximum Shear Stress Ratlo = W14x38 Section used for this span 147.848 k-ft Va : Applied 153.443 k-ft Vn/Omega : Allowable +D+L+H Load Combination 21.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.399 in -0.015 in 0.705 In -0.026 in Maximum Forces & Stresses for Load Combinations Load CombinaUon Max Stress Ratios Segment Length Span # M V D Only Dsgn. L = 21.00 ft 1 0.420 0.155 Dsgn. L = 19.00 ft 2 0.420 0.123 +D+L+H Dsgn. L = 21.00 ft 1 0.964 0.354 Dsgn. L = 19.00 ft 2 0.964 0.281 +D+Lr+H Dsgn. L = 21.00 ft 1 0.420 0.155 Dsgn. L = 19.00 ft 2 0.420 0.123 +D+S+H Dsgn. L = 21.00 ft 1 0.420 0.155 Dsgn. L = 19.00 ft 2 0.420 0.123 +0+0.750Lr+0.750L+H Dsgn. L = 21.00 ft 1 0.828 0.304 Dsgn. L = 19.00 ft 2 0.828 0.242 +0+0.7501.+0.750S+H Dsgn. L = 21.00 ft 1 0.828 0.304 Dsgn. L = 19.00 ft 2 0.828 0.242 Ratio = 631 Ratio = 15,445 Ratio = 358 Ratio = 8815 Summary of Moment Values Mmax + Mmax - Ma -Max Mnx Mnx/Omega Desi n OK 0.354 : 1 W14x38 30.961 k 87.420 k +D+L+H 21.000 ft Span # 1 Summary of Shear Values Cb Rm Va Max Vnx Vnx/Omega 53.37 64.45 64.45 256.25 153.44 1.00 1.00 26.88 -64.45 64.45 256.25 153.44 1.00 1.00 123.10 -147,85 147.85 256.25 153.44 1.00 1.00 61.92 -147.85 147.85 256.25 153.44 1.00 1.00 53.37 -64.45 64.45 256.25 153.44 1.00 1.00 26.88 -64.45 64.45 256.25 153.44 1.00 1.00 53.37 -64.45 64.45 256.25 153.44 1.00 1.00 26.88 -64.45 64.45 256.25 153.44 1,00 1.00 105.67 -127.00 127.00 256.25 153.44 1.00 1.00 53.16 -127.00 127.00 256.25 153.44 1.00 1.00 105.67 -127.00 127.00 256.25 153.44 1.00 1.00 53.16 -127.00 127.00 256.25 153.44 1.00 1.00 13.55 131.13 87.42 10.79 131.13 87.42 30.96 131.13 87.42 24.57 131.13 87.42 13.55 131.13 87.42 10.79 131.13 87.42 13.55 131.13 87.42 10.79 131.13 87.42 26.61 131.13 87.42 21.12 131.13 87.42 26.61 131.13 87.42 21.12 131.13 87.42 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 1 Steel Beam Lic. # : KW-06002327 Description : girder 5 ! C > D CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Project Title: Engineer: Project Descr: D(7.73) L(10.31) D(7.73) L(10.31) D(7.73) L(10.31) ! 3 t Sp 4x38° ft Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 7.730, L = 10.310 k an,5.0ft Point Load : D = 7.730, L= 10.310 k 13.0 ft Load(s) for Span Number 2 Pant Load: D=7.730, L=10.310k(a71,50ft Point Load: D = 7.730, L=10.310k9.50 ft Point Load : D = 7.730, L= 10.310 k a(� 17.50 ft DESIGN SUMMARY ( Maxrmum Bendin Stress Ratio = 0.786: 1 Section used for this span W14x38 Ma : Applied 120.561 k-ft Mn / Omega : Allowable 153.443 k-ft Load Combination +D+L+H Location of maximum on span 18.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.273 in -0.003 in 0.485 in -0.005 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn. L = 18.50 ft 1 0.344 0.181 26,62 -52.77 Dsgn. L = 21.50 ft 2 0.344 0.181 33.84 -52.77 +D+L+H Dsgn, L = 18.50 ft 1 0.786 0.414 61.11 -120.56 Dsgn. L = 21.50 ft 2 0.786 0.414 77.50 -120.56 +D+Lr+FI Dsgn. L = 18.50 ft 1 0.344 0.181 26.62 -52.77 Dsgn. L = 21.50 ft 2 0.344 0.181 33.84 -52.77 +D+S+H Dsgn. L = 18.50 ft 1 0.344 0.181 Dsgn. L = 21.50 ft 2 0.344 0.181 +0+0.750Lr+0.750L+H Dsgn. L = 18.50 ft 1 0.675 0.356 52.48 -103.61 Dsgn. L = 21.50 ft 2 0.675 0.356 66.59 -103.61 +1/+0.750L+0.750S+H Dsgn. L = 18.50 ft 1 0.675 0.356 Dsgn. L = 21.50 ft 2 0.675 0.356 Project ID: F"fc C i iserawni nocumE^IwNERCA-11R5f0Ff-1.EC6 E NERCALC. INC.1983-2013, Budd 5.118.31, Ve:6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : D(7.73) L(10.31) 50.0 ksi 29,000.0 ksi Spl;z1° ft D(7.73) L(10.31) Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Va : Applied VntOmega : Allowable Load Coaatlon Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 946 75,971 532 42504 0414 :1 W14x38 36.224 k 87A20 k 404141 18.500 It Span#1 Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxiOmega 52.77 256.25 153.44 1.00 1.00 52.77 256.25 153.44 1.00 1.00 120.56 256.25 153.44 1.00 1.00 120.56 256.25 153.44 1.00 1.00 52.77 256.25 153.44 1.00 1.00 52.77 256.25 153.44 1.00 1.00 26.62 -52.77 52.77 256.25 153.44 1.00 1.00 33.84 -52.77 52.77 256.25 153.44 1.00 1.00 103,61 256.25 153.44 1.00 1,00 103.61 256.25 153.44 1.00 1.00 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 15.81 131.13 87.42 15.81 131.13 87.42 36.22 131.13 87.42 36.22 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 ISteel Beam I. lc. # : KW-06002327 Description : girder 51 C > D Load Combination Segment Length Span # +D+w+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +D+0.70E+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0+0.7501r+0.750L+0.750W+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +D+0.750L+0.750S+0.750W+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +D +0.750Lr+0.750L+0.5250E+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0.60D+W+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0.60D+0.70E* Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 Overall Maximum Deflections Load Combination D+L Vertical Reactions - Unfactored Load Combination Overall tAXimum D Only L Only D+L Project Title: Engineer; Project Descr: Project ID: ZF7,-ti► 23sa Ls Fee =c%UetsUirnM0OcUME-11ENERCA-ttPSFOFf-1.EC6 ENERCALC, INC.1983.2013. Bu48.t3:8.31.Ver.8.t3.8.31 Liconsee : PCS STRUCTURAL SOLUTIONS Max Stress Ratios Summary of Moment Values M V Mmax + Mmax - Ma - Max Mnx MnxfOmega Cb Rm 0.344 0.181 26.62 -52.77 52.77 256.25 153.44 100 1.00 0.344 0.181 33.84 -52.77 52.77 256.25 153.44 1.00 1.00 0.344 0.181 26.62 -52.77 52.77 256.25 153.44 1.00 1.00 0.344 0,181 33.84 -52.77 52.77 256.25 153.44 1.00 1.00 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 0.206 0.108 15.97 -31.66 31.66 256.25 153.44 1.00 1.00 0.206 0.108 20.30 -31.66 31.66 256.25 153.44 1.00 1.00 0.206 0.108 15.97 -31.66 31.66 256.25 153.44 1.00 1.00 0.206 0.108 20.30 -31.66 31.66 256.25 153.44 1.00 1.00 Unfactored Loads Span Max. =' Den 1 ..... 0.1885 2 0.4849 Support 1 Support 2 12.363 60.646mm 5.439 26.533 6.924 34.112 12.363 60.646 Location In Span Load Combination 7.115 D+L 12.238 Support notation : Far left is #1 Support 3 18:716- 8.202 10.514 18.716 Summary of Shear Values Va Max Vnx Vnx!Omega 15.81 131.13 87.42 15.81 131,13 87,42 15.81 131.13 87.42 15.81 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 9.48 131.13 87.42 9.48 131.13 87.42 9.48 131.13 87.42 9.48 131.13 87.42 Max. '+' Deti -0.0052 0.0000 Values in KIPS Location in Span 17.504 17.504 1131 PCS Structural Solutions Originating Office: ❑ Seattle ❑Tacoma Date' k Job No• 1 fa' k 41.4 Project: Subject:..._ Ft. = 5 ,ems - 3 .tom ct.55 L Sheet 2-F;q... Name. es Td, e t 5 ,t cD 4-. ! A-4 = `� Ntk. t1ot eb b Seattle i 811 First Avenue, Suite 620 . Seattle, WA 98104 • t©i: 206.292.5076 lecorna i 1250 Pacific Avenue, Suite 701 -Tacoma, WA 98402 - tel: 253.383.2797 www. pcs-structu ral.corn Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Tilts Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 5 / D > E Project Title: Engineer: Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 8.0 ft, Second Brace at ft, Third Brace at D(8.52) L(11.36) D(9.94) L(14.14) D(7.32) L(9.76) SpN18z O° Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D=8.520, L=11.360k(rD5.0ft Point Load: D = 9.940, L=14.140k(la 13.0ft Point Load : D = 7.320, L = 9.760 k p 21.0 ft Point Load : D = 7.320, L = 9.760 k p 29.0 ft Load(s) for Span Number 2 Point Load: D=9.940, L=14.140kp8.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.833: 1 Section used for this span W18x50 Ma : Applied 194.241 k-ft Mn / Omega : Allowable 233.118k-ft Load Combination +D-I +H Location of maximum on span 0.000ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.591 in Max Upward L+Lr+S Deflection -0.050 in Max Downward Total Deflection 1.058 in Max Upward Total Deflection -0.109 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn. L = 29.00 ft 1 0.356 Dsgn. L = 8.00 ft 2 0.348 +0+1-+H Dsgn. L = 29.00 ft 1 0.819 Dsgn. L = 8.00 ft 2 0.833 Dsgn. L = 29.00 ft 1 0.356 Dsgn. L = 8.00 ft 2 0.348 40+S+H Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft +D+0.750Lr+0,750L+H Dsgn. L = 29.00 ft Dsgn. L= 840ft Project ID: ,2F30 Fic aNiseisiJ':mh}DCis UME-1tENt4CA-ITSF0Fr-1,EC6 ENEI6:ALC,INC. 1902013,8011 i.13.831,Vert13.831 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : ft D(7.32) L(9.76) 50.0 ksi 29,000.0 ksi D(9.94) L(14.14) Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 588 3,820 329 1758 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb 0.115 89.68 -81.12 0.081 -81.12 0.266 206.45-194.24 0.192 -194.24 0.115 89.68 -81.12 0.081 -81.12 1 0.356 0.115 89.68 -81.12 2 0.348 0.081 -81.12 1 0.703 0.228 177.26 -165.96 2 0.712 0.164 -165.96 0.266 1 W18x50 34.014 k 127.80 k +D+L+H 29.000 ft Span # 1 Summary of Shear Vaues Rm Va Max Vnx Vnx/Omega 89.68 420.83 252,00 1.00 1.00 81.12 389.31 233.12 1.00 206.45 420.83 252.00 1.00 1.00 194.24 389.31 233.12 1.00 89.68 420.83 252.00 1.00 1.00 81.12 389.31 233.12 1.00 89.68 420,83 252.00 1.00 1.00 81.12 389.31 233,12 1.00 177.26 420.83 252.00 1.00 1.00 165.96 389.31 233.12 1.00 14.75 191.70 127.80 10.34 191.70 127.80 34.01 191.70 127,80 24.48 191.70 127.80 14.75 191.70 127.80 10.34 191.70 127,80 14.75 191.70 127.80 10.34 191.70 127.80 29.20 191.70 127.80 20.95 191.70 127.80 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block tine 6 Steel Beam LIc. t : KW-06002327 Description : girder5/D>E Load Combination Segment Length +0+0.750L+0.750S+H Dsgn, L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+W+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+0.70E+H Dsgn. L = 29.00 ft 1 Dsgn, L = 8.00 ft 2 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+0.750L+0.750S+0.750W+H Dsgn. L = 29,00 ft 1 Dsgn. L = 8.00 ft 2 +0+0.750Lr+0.750 L+0.5250 E+H Dsgn. L = 29.00 ft 1 Dsgn.L= 8.00ft 2 +D+0.750L+0,750S+0.5250E+H Dsgn, L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +0.60D+W+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +0.60D+0.70E+H Dsgn. L = 29.00 ft 1 0.214 0.069 53.81 -48.67 53.81 420.83 252.00 1.00 1.00 Dsgn. L = 8.00 ft 2 0.209 0.049 -48.67 48.67 389.31 233.12 1.00 Project Title: Engineer: Project Descr: Project ID: T.5 I rile = ctJscrsi,limbic OCUME-11ENERCA-11P6COFF-1.E( ENERCALC, INC 17013.Ouiid6.13.8.31.Ver:6,13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Max Stress Ratios Span # M V Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 0.356 0.115 89.68 -81.12 89.68 420.83 252.00 1.00 1.00 0.348 0.081 -81.12 81.12 389.31 233.12 1.00 0.356 0.115 89.68 -81.12 89.68 420.83 252.00 1.00 100 0.348 0.081 -81.12 81.12 389.31 233.12 1.00 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 0.712 0.164 -165.96 165,96 389.31 233.12 1.00 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 0.214 0.069 53.81 -48.67 53.81 420.83 252.00 1.00 1.00 0.209 0.049 -48.67 48.67 389.31 233.12 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.' "Dee Dal Vertical Reactions Load Combination Overall MAXimum D Only L Only D+L Location in Span Load Combination 1 1.0575 13.162 2 0.0000 13.162 D+L - Unfactored Support notation : Far left is #1 Support 1 Support 2 Support 3 54' 28.477 7...,._ 12.483 32.409 15.994 43.166 28.477 75.574 29.20 191.70 127.80 20.95 191.70 127.80 14.75 191,70 127.80 10.34 191,70 127.80 14,75 191.70 127.80 10.34 191.70 127.80 29.20 191.70 127.80 20.95 191.70 127.80 29.20 191.70 127.80 20.95 191.70 127.80 29.20 191.70 127.80 20.95 191.70 127.80 29.20 191.70 127.80 20.95 191.70 127.80 8.85 191.70 127.80 6.20 191.70 127.80 8.85 191.70 127.80 6.20 191.70 127.80 Max. Dee Location in Span 0.0000 0.000 -0.1092 5.108 Values in KIPS 41 PCS Project: Subject: Sheet Job No. 14-172� 32Name: . Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date C. ) (z c 4, (e) Clot 550 4.34 (k2 L. � t � �,.• to Pt P-1_ P} P, Saetrte 811 First Avenue, Suite 620 • Seattie,WA 98104 • tel: 206.292.5076 www.pcs-structuralcoin leccma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Blode selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 4.6 / A > C CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 2.0 ft, Second Brace at 10.0 ft, Third Brace at 0.0 ft Project Title: Engineer: Project Descr: Project ID: 2F3 3 Fife = c WsersUimhliOCUME-11ENEitCA-1 PSF0FF-1.E ENER LC.1140,19834011 Budd.13.6 31, ves;6.13.8.31 D(0.55) L(0.73) D(0.55) L(0.73) i SpOQ12 sOft. Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.550, L = 0.730 k p 3.0 ft Point Load: 0=0.550, L=0.730k(a)11,0ft Point Load : D = 0.550, L = 0.730 k p 19.0 ft Load(s) for Span Number 2 Point Load : D = 0.550, L = 0.730 k 2,0 ft Pant Load: D=0.550, L=0,730k16 10.0ft DESIGN SUMMARY Maximum Sending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable D(0.55) L(0.73) Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield E: Modulus : 50.0 ksi 29,000.0 ksi D(0.55) L(0.73) D(0.55) L(0.73) r SiV12tt26 Service loads entered. Load Factors will be applied for calculations. 0.180:1 Maximum Shear Stress Ratio W12x26 Section used for this span 16.662 k-ft Va : Applied 92.814 k-ft Vn/Omega : Allowable Load Combination +D+L+H Location of maximum on span 25.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Location of maximum on span Span # where maximum occurs 0.111 in Ratio= 2,152 -0.002 in Ratio = 139268 0.187 in Ratio = 1283 -0.002 in Ratio = 139269 Maximum Forces & Stresses for Load Combinations Load Combination Niet Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0 Only Dsgn. L = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 155.00 92.81 1.00 1.00 1.37 84.18 56.12 Dsgn. L = 2.00 ft 2 0.085 0.024 -0.00 -7.90 7.90 155.00 92.81 1.00 1.36 84.18 56.12 Dsgn. L = 8.00 ft 2 0.063 0.014 -5,23 5.23 138.94 83.20 1.00 0.76 84.18 56.12 +D+L+H Dsgn. L = 25.00 ft 1 0.180 0.050 8.08 -16.66 16.66 155.00 92.81 1.00 1.00 2.82 84.18 56.12 Dsgn. L = 2.00 ft 2 0.180 0.050 -0.00 -16,66 16.66 155.00 92.81 1,00 2.82 84.18 56.12 Dsgn. L = 8.00 ft 2 0.133 0.027 -11.07 11.07 138.94 83.20 1.00 1.49 84.18 56.12 +D+Lr+H Dsgn. L = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 155.00 92.81 1.00 1.00 1.37 84.18 56,12 Dsgn. L = 2.00 ft 2 0.085 0.024 -0.00 -7.90 7.90 155.00 92.81 1.00 1.36 84.18 56.12 Dsgn. L = 8.00 ft 2 0.063 0.014 -5.23 5.23 138.94 83.20 1.00 0.76 84.18 56.12 +D+S+H Dsgn. L = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 155.00 92.81 1.00 1.00 1.37 84.18 56.12 Dsgn. L = 2.00 ft 2 0.085 0.024 -0.00 -7.90 7.90 155.00 92.81 1.00 1.36 84.18 56.12 0.050 : 1 W12x26 2.820 k 56.120 k +0+1+H 25.000 ft Span # 1 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection, Tide Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Project 10: 34, Fife = c: UsersUimn!0000ME-11ENERCA- i\FOFF -1,EC6 ENERCA(.L, INC.19B3.2013. Id:6.13.8.31.Vtt:6,1 Lic. # : KVl.060O2327 Licensee : PCS STRUCTURAL SOLUTIONS Description : girder 4.6 l A > C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxJOmega Dsgn. L = 8.00 ft 2 0.063 0.014 -5.23 5.23 138.94 83.20 1.00 0.76 84.18 56.12 +040.750Lr+0.750L+H Dsgn. L = 25.00 ft 1 0.156 0.044 7.13 -14.47 14.47 155.00 92.81 1.00 1,00 2.46 84.18 56.12 Dsgn. L = 2.00 ft 2 0.156 0.044 -0.00 •14.47 14.47 155.00 92.81 100 2.46 84.18 56.12 Dsgn. L = 8.00 ft 2 0.116 0.023 -9.61 9.61 138.94 83.20 1.00 1,31 84.18 56.12 +D40.7501+0.750S+H Dsgn. L = 25.00 ft 1 0.156 0.044 7.13 -14.47 14.47 155.00 92.81 1.00 1.00 2,46 84.18 56.12 Dsgn. L = 2.00 ft 2 0.156 0.044 -0.00 -14.47 14.47 155.00 92.81 1.00 2.46 84.18 56.12 Dsgn. L = B.00 ft 2 0.116 0.023 -9.61 9.61 138.94 83.20 1.00 1,31 84.18 56.12 +D+W+H Dsgn. L = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 155.00 92.81 1.00 1.00 1.37 84.18 56.12 Dsgn. L = 2.00 ft 2 0.085 0.024 -0,00 -7.90 7.90 155.00 92.81 1.00 1.36 84.18 56.12 Dsgn, L = 8.00 ft 2 0.063 0.014 -5.23 5.23 138.94 83.20 1.00 0.76 84.18 56.12 +040.70E+H Dsgn. l = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 155.00 92.81 1.00 1.00 1.37 84.18 56.12 Dsgn. L = 2.00 ft 2 0.085 0.024 -0 00 -7.90 7.90 155.00 92.81 1.00 1.36 84.18 56.12 Dsgn. 1= 8.00 ft 2 0.063 0.014 -5.23 5.23 138.94 83.20 1.00 0.76 84.18 56.12 +040.750Lr+0.750L+0, 750W+H Dsgn. L = 25.00 ft 1 0.156 0.044 7.13 -14.47 14.47 155.00 92.81 1.00 1,00 2.46 84.18 56.12 Dsgn. L = 2.00 ft 2 0.156 0.044 -0.00 -14.47 14.47 155.00 92.81 1.00 2.46 84.18 56.12 Dsgn. L = 8.00 ft 2 0.116 0.023 -9.61 9.61 138.94 83.20 1.00 1.31 84.18 56.12 +D+0.750L+0.750S+0.750W+H Dsgn. L = 25.00 ft 1 0.156 0.044 713 -14.47 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 Dsgn. L = 2.00 ft 2 0.156 0.044 A.00 -14.47 14.47 155.00 92.81 1.00 2.46 84.18 56.12 Dsgn. L = 8.00 ft 2 0.116 0.023 -9.61 9.61 138.94 83.20 1.00 1.31 84.18 56,12 4 D+0.750Lr+0.750L40.5250 E 4H Dsgn. L = 25.00 ft 1 0.156 0.044 7.13 -14.47 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 Dsgn. L = 2.00 ft 2 0.156 0.044 -0.00 -14.47 14.47 155.00 92.81 1.00 2.46 84.18 56.12 Dsgn. L = 8.00 ft 2 0.116 0.023 -9.61 9.61 138.94 83.20 1.00 1.31 84.18 56.12 4040.750L+0.750S+0.5250E41-1 Dsgn. L = 25.00 ft 1 0.156 0.044 7.13 -14.47 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 Dsgn. L = 2.00 ft 2 0.156 0.044 -0.00 -14.47 14.47 155.00 92.81 1.00 2.46 84.18 56.12 Dsgn. L = 8.00 ft 2 0.116 0.023 -9.61 9.61 138.94 83.20 1.00 1.31 84.18 56.12 40.60D+W+H Dsgn. L = 25.00 ft 1 0.051 0.015 2.57 A.74 4.74 155.00 92.81 1.00 1.00 0.82 84.18 56.12 Dsgn. L = 2.00 ft 2 0.051 0.015 -0.00 -4.74 4.74 155.00 92.81 1.00 0.82 84.18 56.12 Dsgn. L = 8.00 ft 2 0.038 0.008 -3.14 3.14 138.94 83.20 1.00 0,45 84.18 56.12 40.60040.70E+H Dsgn. L = 25.00 ft 1 0.051 0.015 2.57 4.74 4.74 155.00 92.81 1.00 1.00 0.82 84.18 56.12 Dsgn. L = 2.00 ft 2 0.051 0.015 -0.00 -4.74 4.74 155.00 92.81 1.00 0.82 84.18 56.12 Dsgn. L = 8.00 ft 2 0.038 0.008 -3.14 3.14 138.94 83.20 1.00 0.45 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.' " Defl Location in Span Load Combination Max. "+ Dell Location in Span 041 1 0.0999 10.192 L Only -0.0022 23.462 - 04L 2 0.1871 10.000 0.0000 23.462 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.809 .502 D Only 0.933 2.728 L Only 0.876 2.774 D4{_ 1.809 5.502 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 YSteel Beam Lic. r : KW-06002327 Description : girder 4.6 / C > D Project Title: Engineer: Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.550, L = 0.730 k p 5.0 ft Point Load : D = 0.550, L = 0.730 k (d 13.0 ft Load(s) for Span Number 2 Point Load : 0 = 0.550, L = 0.730 k P. 2.50 ft Point Load : D = 0.550, L = 0.730 k C? 10.50 ft Point Load: D=0.550, L=0.730kp18.50ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable D(0.55) L(0.73) 0.099 : 1 W14x26 9.888 k-ft 100.299 k-ft Load Combination +D+L+H Location of maximum on span 18.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.031 In Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.063 in Max Upward Total Deflection -0.001 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn. L = 18.50 ft 1 0.050 0.019 Dsgn. L = 21.50 ft 2 0.050 0.019 +D+L+H Dsgn. L = 18.50 ft 1 0.099 Dsgn. L = 21.50 ft 2 0.099 +O+Lr+H Dsgn. L = 18.50 ft 1 0.050 Dsgn, L = 21.50 ft 2 0.050 +D+5+11 Dsgn. L = 18.50 ft 1 0.050 Dsgn. L = 21.50 ft 2 0.050 +D+0.750Lr+0.750L+H Dsgn. L = 18.50 ft 1 0.086 Dsgn. L = 21.50 ft 2 0.086 40+0.750L+0.750S+H Dsgn. L = 18.50 ft 1 0.086 Dsgn. L = 21.50 ft 2 0.086 Project ID: 2F3,- Fde " c.'1U3ersi rNADOCUME-nFNEHCA-11PSFOFE-1.EGb ENERCALC, INC 1983.2013, OuiNl.5.13,8.31,Ver.6.13.6.31 Llconsoo : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield E: Modulus : D(0.55) L(0.73) ff 50.0 ksi 29,000.0 ksi Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 8,377 0 <360 4123 246255 Design OK 0.038 : 1 W14x26 2.706 k 70.890 k +D+L+H 18.500 ft Span # 1 Surma// of Moment Valdes Summary otSheer VaieS Mmax - Ma - Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omega 2.35 -5.01 5,01 167.50 100.30 1.00 1.00 1,36 106.34 70.89 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.038 4.77 -9.89 9.89 167.50 100.30 1.00 1.00 2.71 106.34 70.89 0.038 6.83 -9.89 9.89 167.50 100.30 1.00 1.00 2.71 106.34 70.89 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106,34 70.89 0.019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.019 3.41 -5.01 5,01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 0.033 4.16 -8.67 8,67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 0.033 5.98 -8.67 8,67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the Printing & Title Block' selection. THIe Stock Line 6 1 Steel Beam rt : KW-06002327 Description : Load Combination ginier 4.6 / C > D Project Title: Enoineer: Project Descr: Project ID: 1,r3(0 Fie = c:tUsersUimM00CUiaE-11EKRCa-11PSFOFF-1.EC6 ENERCALC. U4C 1963-2013. 8uik:6.13.8.31, Ver:8.13,&31 Licensee : PCS STRUCTURAL SOLUTIONS Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Max/Omega Cb Rrn Va Max Vnx Vnx/Omega +D+W+H Dsgn. L = 18,50 ft 1 0.050 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 Dsgn. L = 21.50 ft 2 0.050 0.019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 +D+0.70E+H Dsgn. L = 18,50 ft 1 0.050 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 Dsgn. L = 21.50 ft 2 0.050 0,019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 +0+0.750Lr+0.7501+0.750W++1 Dsgn. L = 18.50 ft 1 0.086 0.033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70,89 Dsgn. L = 21.50 ft 2 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 +D+0.7501+0.750S+0.750W+H Dsgn. L = 18.50 ft 1 0.086 0.033 4.16 -8.67 8.67 167,50 100.30 1.00 1.00 2.37 106.34 70.89 Dsgn. L = 21.50 ft 2 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 18.50 ft 1 0.086 0.033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 Dsgn. L = 21.50 ft 2 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 +D+0.7501+0.7506+0.5250E+41 Dsgn. L = 18.50 ft 1 0.086 0.033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106,34 70.89 Dsgn. L = 21.50 ft 2 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2:37 106.34 70.89 +0.60D+W+H Dsgn. L = 18.50 ft 1 0.030 0.011 1.41 -3.00 3,00 167.50 100.30 1.00 1.00 0.82 106.34 70.89 Dsgn. L = 21.50 ft 2 0.030 0.011 2.05 -3.00 3.00 167.50 100.30 1.00 1.00 0.82 106.34 70.89 +0.600+0.70E+H Dsgn. L = 18.50 ft 1 0.030 0.011 1.41 -3.00 3.00 167.50 100.30 1.00 1.00 0.82 106.34 70.89 Dsgn. L = 21.50 ft 2 0.030 0.011 2.05 -3.00 3.00 167.50 100.30 1.00 1.00 0.82 106.34 70.89 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "--' Deft Location in Span Load Combination Max. "+' Deft Location in Span D+L 1 ..-.._ 0.0232 _.... 7.115 D4L-0.0009 17,504 D+L 2 0.0626 12.073 0.0000 17.504 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 OveraliMAXlmum 1.022 ij • 1.897__ D Only 0.536 2.406 0.854 L Only 0.486 2.322 0.843 D+L 1.022 4.728 1.697 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 [Steel Beam Lic. # : KW-06002327 Description : girder 4.6/.> C p CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 2.0 ft, Second Brace at 10.0 ft, Third Brace at 0.0 ft Project Title: Engineer: Project Descr: Project ID: Z.F 7 Re= cttlsesUitnhtiD0CUME-11FNERCA-11PSFOFF-I,EC6 ENERCAU:, INC 1983.2013, Ouild:6.13.8 31, Vet:6.13.8331 D(2.64) L(3.52) { D(4.34) L(6.86) Sp 181:5, ft _.. Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 2.640, L = 3.520 k (a15.0 ft Point Load : D = 4.340, L = 6.860 k (0 13.0 ft Load(s) for Span Number 2 Point Load : D =1.920, L = 4.80 k an, 5.0 ft Point Load: D = 4.340, L=6.860k(a)8.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable 0.749 : 1 W18x35 124.322 k-ft 165.918 k-ft Load Combination +D+L+H Location of maximum on span 29.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(1.92) COMA), L(6.86) t -2 Sj 8x 'SO ft Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.494 In Ratio = -0.095 in Ratio = 0.715 in Ratio = -0.110 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + D Only Dsgn. L = 29.00 ft 1 0.274 0.062 21.66 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 Dsgn. L = 6.03 ft 2 0.215 0.061 +D+L+H Dsgn. L = 29.00 ft 1 0.749 0.171 45.19 Dsgn. L = 1.97 ft 2 0,749 0.171 -0.00 Dsgn. L = 6.03 ft 2 0.583 0.171 +D+Lr+H Dsgn. L = 29.00 ft 1 0.274 0,062 21.66 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 Dsgn. L = 6.03 ft 2 0.215 0.061 +D+S+H Dsgn. L = 29.00 ft 1 0.274 0.062 21.66 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 Dsgn. L= 6.03 ft 2 0.215 0.061 388 3,648 268 3158 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega Desk n OK 0.171 : 1 W18x35 18.20 k 106.20 k +D+L+F1 29.000 ft Span # 1 -45.44 -45.44 -32.63 -124.32 -124.32 -88.55 .45.44 -45.44 -32.63 -45.44 -45.44 -32.63 45.44 45.44 32.63 124.32 124.32 88.55 45,44 45.44 32.63 45.44 45.44 32.63 277.08 277.08 253.82 277.08 277.08 253.82 277.08 277.08 253.82 277.08 277.08 253.82 165.92 165.92 151.99 165.92 165.92 151.99 165.92 165.92 151.99 165.92 165.92 151.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Summary of Shear Values 6.54 6.54 6.47 18.20 18.20 18.13 6.54 6.54 6.47 6.54 6.54 6.47 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. 4 : KW-06002327 Description : Load Combination girder4.6!A>C Project Title: Engineer: Project Descr: Project ID: 7.F3ca, File =cithersiNmh1DOCUMt_-ttENE.RCk-n OFF-1.8C8 ENERCALC.WC. 1983.2013; Nk8.13.8.31. Ver:6.13.8 31 Licensee : PCS STRUCTURAL SOLUTIONS Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.750Lr40.750L+11 Dsgn. L = 29.00 ft 1 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 159.30 106.20 Dsgn. L = 1.97 ft 2 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 159.30 106.20 Dsgn. L = 6.03 ft 2 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 159.30 106.20 +D+0.750L40.750S4H Dsgn. L = 29.00 ft 1 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 159.30 106.20 Dsgn. L = 1.97 ft 2 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 159.30 106.20 Dsgn. L = 6.03 ft 2 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 159.30 10620 +D+W+H Dsgn. L = 29.00 ft 1 0.274 0.062 21.66 -45.44 45.44 277.08 165.92 1.00 1.00 6.54 159.30 106,20 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 -45.44 45.44 277.08 165.92 1.00 6.54 159.30 106.20 Dsgn. L = 6.03 ft 2 0.215 0.061 -32.63 32.63 253.82 151.99 1.00 6.47 159.30 106.20 +D+0.70E+H Dsgn. L = 29.00 ft 1 0.274 0.062 21.66 -45.44 45.44 277.08 165.92 1.00 1.00 6.54 159.30 106.20 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 -45.44 45.44 277.08 165.92 1.00 6.54 159.30 106.20 Dsgn. L = 6.03 ft 2 0.215 0.061 -32.63 32,63 253.82 151.99 1.00 6.47 159.30 106.20 +0+0.7501r40.7501.40.750W+H Dsgn. L = 29.00 ft 1 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 159.30 106.20 Dsgn. L = 1.97 ft 2 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 159.30 106.20 Dsgn. L = 6.03 ft 2 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 159.30 106.20 +D40.7501+0.750S40.750W4H Dsgn. L = 29.00 ft 1 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 159.30 106.20 Dsgn. L = 1.97 ft 2 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 159.30 106.20 Dsgn. L = 6.03 ft 2 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15,22 159.30 106.20 4040.750Lr40.750L40.5250E+H Dsgn. L = 29.00 ft 1 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 159.30 10620 Dsgn. L = 1.97 ft 2 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 159.30 106.20 Dsgn. L = 6.03 ft 2 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 159.30 106.20 +040.750L+0.7505+0.5250E4H Dsgn. L = 29.00 ft 1 0.630 0.144 39.30 -104.60 104,60 277.08 165.92 1.00 1.00 15.29 159.30 106.20 Dsgn. L = 1.97 ft 2 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 159.30 106.20 Dsgn. L = 6.03 ft 2 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 159.30 106.20 +0.60D+W4H Dsgn. L = 29.00 ft 1 0.164 0.037 13.00 -27.27 27.27 277.08 165.92 1.00 1.00 3.92 159.30 106.20 Dsgn. L = 1.97 ft 2 0.164 0.037 -0.00 -27.27 27.27 277.08 165.92 1.00 3.92 159.30 106.20 Dsgn. L = 6.03 ft 2 0.129 0.037 -19.58 19.58 253.82 151.99 1.00 3.88 159.30 106.20 40.60D+0.70E+H Dsgn. L = 29.00 ft 1 0.164 0.037 13.00 -27.27 27.27 277.08 165.92 1.00 1.00 3.92 159.30 106.20 Dsgn. L = 1.97 ft 2 0.164 0.037 -0.00 -27.27 27.27 277.08 165.92 1.00 3.92 159.30 106.20 Dsgn. L = 6.03 ft 2 0.129 0.037 -19.58 19.58 253.82 151.99 1.00 3.88 159.30 106.20 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max.'-' Del Location in Span Load Combination Max. '+' Dell Location in Span D 1 0.1819 9.369 1341 -0.1102 24.538 D41 2 0.7154 8.000 0.0000 24.538 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAX1mum 7.499 29.079 D Only 3.521 11.017 L Only 3.978 18.062 D+L 7.499 29.079 Project --A— Subject: r..y Sheet Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma 241 26t-10 ` ) i ' k Pu=1.1ak G 3 4' wu tvu: Name: Date' WI9 Jr - Ts" 1- P1 31%1%1g $fig Seattfe j 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tel: 253.383.2797 a W I4-r 1. to CAI 1-7,0-k 4- 3 ` ' -J4- www.pcs•a'tntcturaf.com Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. 4 : kW-06002327 Description : gamer 7/ A > C CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced D(2.35) L(3.14) D(2.35) L(3.14) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 2.350, L = 3.140 k gij 3.0 ft Point Load: D=2.350, L=3.140kp 11.0ft Point Load : D =1.180, L = 1.570 k on 19,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Project Title: Engineer: Project Descr. D(1.18) L(1.57) gg SPV18K35C f[- 0.458 : 1 W 18x35 76.063 k-ft 165.918 k-ft Load Combination +O+L+H Location of maximum on span 11.115ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.683 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.321 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # D Only Dsgn. L = 39.00 ft Dsgn. L = 39,00 ft +D+Lr+H Dsgn. L = 39.00 ft +o+S+H Dsgn. L = 39.00 ft +0+0,750Lr+0.750L+H Dsgn. L = 39.00 ft +0+0.750L+0.750S+H Dsgn. L = 39.00 ft +D+W+H Dsgn. L = 39.00 ft +0-+0.70E+11 Dsgn. L = 39.00 ft +0+0.7501r+0.7501+0.750W41 Dsgn. L = 39.00 ft +0+0.750 L+0.750 5+0.750 W+H M V Mmax + 1 0.215 0.048 35.73 1 0.458 0.105 76.06 1 0.215 0.048 35.73 1 0.215 0.048 35.73 1 0,398 0.091 65.97 1 0.398 0.091 65.97 1 0.215 0.048 35.73 1 0,215 0.048 35.73 1 0.398 0.091 65.97 Project ID: 2 F4o fd9=c:tikersUlbnh1DOCINs-1tENERCA- ENERCALC, INC. 1983-2013, BuII46.13,I 1PSFOFF-1.EC6i 31. Ver:6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus 50.0 ksi 29,000.0 ksi Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 684 0 <360 354 0 <240 Slxnrrr of MomentVatues Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 0.105 : 1 W18x35 11.103 k 106.20 k +D+L+H 0.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 35.73 277.08 165.92 1.00 1.00 5.15 76.06 277.08 165.92 1.00 1.00 11.10 35.73 277.08 165.92 1.00 1.00 5.15 35.73 277.08 165.92 1.00 1.00 5.15 65.97 277.08 165.92 1.00 1.00 9.61 65.97 277.08 165.92 1.00 1.00 9.61 35.73 277.08 165.92 1.00 1.00 5.15 35.73 277.08 165.92 1.00 1.00 5.15 65.97 277.08 165.92 1.00 1.00 9.61 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-i16002327 Description : girder 7/ A > C Project Title: Engineer: Project Descr: Proiect ID: Frle ' lusefssl Wilkf cuME-SIENERCA-1W5FOFF-1.EOE ENERCALC, INC.1483.2013, W116,11831, Ver:6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma • Max Mnx Max/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 39.00 ft 1 0.398 0.091 65.97 65.97 277.08 165.92 1.00 1.00 9,61 159.30 106.20 +D+0.750Lr+0.7501+0.5250E41 Dsgn. L = 39.00 ft 1 0.398 0.091 65.97 65.97 277.08 165.92 1.00 1.00 9.61 159.30 106.20 +0+0.7501.+0,750S+0.5250E+H Dsgn. L = 39.00 ft 1 0.398 0.091 65,97 65.97 277.08 165.92 1.00 1.00 9.61 159.30 106.20 +0.60D+W+H Dsgn. L = 39.00 ft 1 0.129 0.029 21.44 21.44 277.08 165.92 1.00 1.00 3.09 159.30 106.20 +0.60D+0.70E+H Dsgn. L = 39.00 ft 1 0.129 0.029 21.44 21.44 277.08 165.92 1.00 1.00 3.09 159.30 106.20 Overall Maximum Deflections - Unfactored Loads Load Combination . • Span Max.'-' Defl Location in Span Load Combination Max. "+ Defl Location in Span D+1 1 1.3205 18.330 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Vahies in KIPS Load Combination Support 1 Support 2 Overaii MAXIMUM 11.103 3.994 D Only 5.145 2.102 L Only 5,958 1,892 D+L 11.103 3.994 ? fine block une 'I • You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam L1c. # : KW-06002327 Description ; girder 71 C > D CODE REFERENCES Calculations per AtSC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 ;GI Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load; D=0.880, L = 1.180k(a 4.0 ft Point Load : D = 0.880, L = 1.180 k (a> 12.0 ft Load(s) for Span Number 2 Point Load: D=5.880, L - 7.840 k a 9.0 ft Point Load: D = 4.110, L=5.490k(a 17.0 ft Point Load: D = 3.380, L=4.510k( 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable mint 1 me: Engineer: Project Descr: 1(33611.�45?, Project la 2 Pi t+ 3(4- =c'ij ,rE et .iimttr7t; UM-1t�PitFGh^11PSFOFF-1.ECn NERCALC, INC.1983.2014, 8uit0:6.14,1.23. Ver:6.141.23 ansee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus Oft 50.0 ksi 29,000.0 ksi Service loads entered. Load'Factors will be applied for calculations. 0.644 : 1 • . Maximum Shear Stress Ratio = W14x26 64.623 k-ft 100.299 k-ft Load Combination +D+L+H Location of maximum on span 9.046ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.347 in Ratio = 725 -0.097 in Ratio = 2,349 0.615 in Ratio = 410 -0.167 in Ratio = 1363 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax t. Mmax - Ma - Max Mnx Mnx/Omega Cb Rm D Only Dsgn. L= 19.00 ft 1 0.218 0.122 G.25 -21.91 21.91 167.50 100.30 1.00 1.00 Dsgn. L = 21.00 ft 2 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 Dsgn. L = 19.00 ft 1 0.492 0.2/9 0.02 -49.39 49.39 167.50 100.30 1.00 1.00 Dsgn, L - 21.00 ft 2 0.644 0.219 64.62 -49,39 64.62 167.50 100.30 1.00 1.00 +D+t-r+H Dsgn. L = 19.00 ft 1 0.218 0.122 0.25 -21.91 21.91 167,50 100.30 1.00 1.00 Dsgn. L = 21.00 ft 2 0,280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 +D+S+H Dsgn. L = 19.00 ft 1 0.218 0.122 0.25 -21.91 21.91 167.50 100.30 1.00 1.00 Dsgn. L 21,00 ft 2 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1,00 +040.750Lr+0.750L+H Dsgn. L = 19.00 ft 1 0.424 0.240 0,06 -42.52 42.52 167.50 100.30 1.00 1.00 Dsgn. L = 21,00 ft 2 0.553 0.240 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 +0+0.750L+0,750S+H Dsgn. L = 19.00 ft 1 0.424 0.240 0.06 -42.52 42.52 167.50 100.30 1,00 1.00 Dsgn. L = 21.00 ft 2 0.553 0.240 55,49 -42.52 55.49 167.50 100.30 1.00 1.00 Desi n OK 0.279 : 1 W14x26 19.810 k 70.890 k +0+L+H 19.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx30meya 8,68 106.34 70.89 8.68 106.34 70.89 19.81 106.34 70.89 19.81 106.34 70.89 8.68 106.34 70,89 8.68 106.34 70.89 8.68 106.34 70.89 8.68 106.34 70.89 17.03 106.34 70.89 17.03 106.34 70.89 17.03 106.34 70.89 17.03 106.34 70.89 ule Bloch Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Llc. t K 6002327 Description : girder ?/C>D Load Combination Max Stress Ratios Segment Length Span # M V Mmax + 40+W+H rroject ime: Engineer: Project Descr: Summary of Moment Values Mmax - Ma - Max Mnx Mnx Omega Co Rm Va Max Vnx Vnx/Omega Project ID: 2 F 43 riie = c.`•.Usersiiint \ CUME ENERCA._1jnrn-c._1.i '6 E) 6RCALC, INC.1983.2914, 8uild.6.14.1.23. Ver.6, t4.1.23 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Shear Values Dsgn. L = 19.00 ft 1 0.218 0.122 0.25 -21.91 21,91 167.50 100.30 1,00 1.00 8.68 Dsgn. L = 21.00 ft 2 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 8.68 +040.70E+H Dsgn. L = 19.00 ft 1 0.218 0.122 Dsgn. L = 21.00 ft 2 0.280 0.122 40+0.750Lr+0.750L+0.750W+H Dsgn. L = 19.00 ft 1 0.424 0.240 Dsgn. L = 21.00 ft 2 0.553 0.240 +040,750L+0.750S+0.750W +i Dsgn. L = 19.00 ft 1 0.424 0.240 Dsgn. L = 21.00 ft 2 0.553 0.240 +D+0,750Lr+0.750L+0.5250E41 Dsgn. L = 19.00 ft 1 0.424 0.240 Dsgn. L = 21.00 ft 2 0.553 0.240 +0+0.750L+0,750S+0.5250E*H Dsgn. L = 19.00 ft 1 0,424 0.240 Dsgn, L = 21.00 ft 2 0.553 0.240 +0,60D+W+H Dsgn. L = 19.00 ft 1 0.131 0.073 Dsgn, L = 21.00 ft 2 0.168 0.073 +0.60D+0,70E1H Dsgn. L = 19.00 ft 1 0.131 0.073 Dsgn. L = 2100 ft 2 0.168 0.073 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-* Dell 1 0.0000 D+L 2 0.6150 Vertical Reactions - Unfactored Load Combination Support 1 Overall MAXimum D Only L Only D+L 0.115 0.115 -0.080 0.035 Support 2 24.392 10.823 13.570 24.392 106.34 70.89 106.34 70.89 0 25 -21.91 21.91 167.50 100.30 1 00 1.00 8.68 106.34 70.89 28.37 -21.91 28.07 167.50 100.30 1.00 1.00 8.68 106.34 70.89 0.06 -42.52 42.52 167.50 100.30 1.00 1,00 17.03 106.34 70.89 55.49 42.52 55.49 167 50 100.30 1.00 1.00 17.03 106.34 70.89 0.06 -42.52 42.52 167.50 100.30 1.00 1,00 17.03 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 17.03 106.34 106.34 70.89 70.89 0.06 -42.52 42.52 167.50 100.30 1.00 1.00 17.03 106.34 70.89 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.06 A2.52 42.52 167.50 100.30 1.00 1.00 17.03 106.34 70.89 55.49 A2.52 55.49 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0:15 43.14 13.14 167.50 100.30 1.00 1.00 5.21 106.34 70,89 16.84 -13.14 16.84 167.50 100.30 1.00 1.00 5.21 106.34 70.89 0.15 -13.14 13.14 167.50 100.30 1.00 1.00 5.21 106.34 70.89 16.84 -13.14 16.84 167.50 100.30 1.00 1.00 5.21 106.34 70.89 Location in Span Load Combination 0.000 D+L 11.146 Support notation : Far left s #1 Support 3 11.950 5.240 6.710 11.950 Max. "+" Den -0.1673 0.0000 Values in KIPS Location in Span 12.131 12.131 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 1 Steel Beam Lic. # : KW06002327 Description : girder 7 l D > E CODE REFERENCES Project Title: Engineer: Project Descr: Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 8.0 ft, Second Brace at ft, Third Brace at D(0.88)L(1.18) gg D(0.88) L(1.18) S%14XZ6° ft D(0.88) L(1.18) Applied Loads Beam self weight calculated and added to loads Loads) for Span Number 1 Point Load : D = 0.880, L =1.180 k (04 5.0 ft Pant Load: D=0.880, L=1.180k(rD 13.0ft Point Load: D=0.880, L=1.180k21.0ft Pant Load: D=0.880, L=1.180k(a129.0ft Load(s) for Span Number 2 Point Load: D=0.880, L=1.180k(a)8.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.227 : 1 Section used for thls span W14x26 Ma : Applied 22.756 k-ft Mn / Omega : Allowable 100.299 k-ft Load Combination +D+L+H Location of maximum on span 12.938ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Project ID: ,� C4�„ Fie of lserstNrn4P Kx1ME-nENERt A-t1PSFOFF-t.EC6 NERCALC. INC.1963-2013 84k16,13.8.3t, Yer:513.8.3 t Liconsee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : ft D(0.88) L(1.18) 50.0 ksi 29,000.0 ksi D(0.88) L(1.18) I Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.209 in Ratio = -0.054 in Ratio = 0.413 in Ratio = -0.126 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment length Span # M V Mmax + D Only Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft +D+L+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+Lr+H Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft +D+S+ft Dsgn. L = 29.00 ft Dsgn. L= 8.00ft +040.750Lr4O.750L+H Dsgn. L = 29.00 ft Dsgn.L= 8.00ft 1.668 3,575 844 1518 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 1 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1.00 1.00 2 0.101 0.015 -7.88 7.88 130.32 78.03 1.00 0.227 0.053 22.76 -17.32 22.76 167.50 100.30 1.00 1.00 0.222 0.032 -17.32 17.32 130.32 78.03 1,00 1 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1.00 1.00 2 0.101 0.015 -7.88 7.88 130,32 78.03 1.00 1 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1.00 1,00 2 0.101 0.015 -7.88 7.88 130.32 78.03 1.00 1 0.198 0.046 19.83 -14.96 19.83 167.50 100.30 1.00 1.00 2 0.192 0.028 -14.96 14.96 130.32 78.03 1.00 Descc n OK 0.053 : f W14x26 3.747 k 70.890 k +D+L+H 29.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 1.83 106.34 70.89 1.09 106.34 70.89 3.75 106.34 70.89 2.27 106.34 70.89 1.83 106.34 70.89 1.09 106.34 70.89 1.83 106.34 70.89 1.09 106,34 70.89 3,27 106.34 1.97 106.34 70.89 70.89 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam : KW-06002327 Description : girder 71 D > E Load Combination Max Stress Ratios Segment Length Span # M V +0+0.750L+0.750S+H Dsgn. L = 29.00 ft 1 0.198 0.046 Dsgn. L = 8.00 ft 2 0.192 0.028 +O+W+H Dsgn. L = 29.00 ft 1 0.110 0.026 Dsgn. L = 8.00 ft 2 0.101 0.015 +0+0.70E+H Dsgn. L = 29.00 ft 1 0.110 0.026 Dsgn. L = 8.00 ft 2 0.101 0.015 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+0.750L+0.750S+0.750W+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +0.60D+W+H Dsgn. L = 29.00 ft 1 0.066 Dsgn. L = 8.00 ft 2 0.061 +0.600+0.70E+H Dsgn. L = 29.00 ft 1 0.066 0.016 Dsgn. L = 8.00 ft 2 0.061 0.009 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max Den D+l 1__ 0.4125 2 0.0000 Vertical Reactions - Unfactored Load Combination Support 1 -Overall MAXimum__ -3.102 D Only 1.564 L Only 1.628' D+L 3.192 Support 2 - 8.076 3.804 4.272 8.076 Project Tille: Engineer: Project Descr: Project ID: 2 F1- ' Frio = c lUsersUio UME-1iENERCA-11.606 -1.EC6 ENERCALC, INC 1983.2013 Bui d:6.138.31, Ver.6.13.8.31 Licensee: PCS STRUCTURAL SOLUTIONS Summary of Moment Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 19.83 -14.96 19.83 167.50 100.30 1.00 1.00 -14.96 14.96 130.32 78.03 1.00 11.06 -7.88 11.06 167.50 -7.88 7.88 130.32 11.06 -7.88 11.06 167.50 -7.88 7.88 130.32 0.198 0.046 19.83 -14.96 19.83 167.50 0,192 0.028 -14.96 14.96 130.32 0.198 0.046 19.83 -14.96 19.83 167.50 0.192 0.028 -14.96 14.96 130.32 0.198 0.046 19.83 -14.96 19.83 167.50 0.192 0.028 -14.96 14.96 130.32 0.198 0.046 19.83 -14,96 19.83 167.50 0.192 0.028 -14.96 14.96 130.32 0.016 6.64 -4.73 6.64 167.50 0.009 -4.73 4.73 130.32 6.64 -0.73 6.64 167.50 -4.73 4.73 130.32 Location in Span Load Combination 13.385 13.385 D+L Support notation : Far left is #1 Support 3 100.30 1.00 1.00 78.03 1.00 100.30 1.00 1.00 78.03 1.00 100.30 1.00 1.00 78.03 1.00 100.30 1.00 1.00 78.03 1.00 100.30 1.00 1.00 78.03 1.00 100.30 1.00 1,00 78.03 1.00 100.30 1.00 1.00 78.03 1.00 100.30 1.00 1.00 78.03 1.00 Summary of Shear Values Va Max Vnx Vnx/Omega 3.27 106.34 70.89 1.97 106.34 70.89 1.83 106.34 70.89 1.09 106.34 70.89 1.83 106.34 70.89 1.09 106.34 70.89 3.27 106.34 70.89 1.97 106.34 70.89 3.27 106,34 70.89 1.97 106.34 70.89 3.27 1.97 106,34 106.34 70.89 70.89 3.27 106.34 70.89 1.97 106,34 70.89 1.10 106.34 70.89 0.65 106.34 70.89 1.10 106.34 70.89 0.65 106.34 70.89 Max.'+" Den Location In Span 0.0000 0.000 -0.1265 8.000 Values in KIPS 2F 200?4r ilz Mk) 04- MARK DIMENSIONS REINF. EA. HAY "o" "T" F2.0 2'-O" 10" (2) #4 F3.0 3'-0" 11" (3) #4 F4.0 4'-0" 12" (4) #5 F5.0 5'-0" 14" (5) #6 F6.0 6'-0" lb" (b) #6 F1.0 1'-O" 30" TOP 4 HOT C AkP* 1.y lb.0 k 7.2.5k Ao.6k toork l e.o k. t zz..sk 04. r F t- F6A FUTURE BRACED FRAM -- WILL (0P115ASImdT) Yil S1 JGT. FILL NO 5' GONG. SOb. a31 FCS Project: Job No Subject Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑'Pacoma Date. )J s•k.3 Lac.. A ,•1t odu Beanie 1 811 First Avenue, Suite 620 • Seattle,WA 98104 • tei: 206.292.5076 Tac,:wna 1250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tat: 253.383.2797 www.pcs-structural.com Structural Solutions Pmject• tv.S V.-..* Job No: Subject: Sheet tik43 Name- Originating Office: Office: 0 Seattle 0 Tacoma Date: e1,3 t 1--)Cv Pt- ok-e.'ti.1 rt.t.Acr, Fosi_ p 'KA e:-re twe ke;,cet Z-1914-1 %IP c=i 4f„ ttrIZ tts! 7-; a -r IA) (..5- p..160 04 e tA.yurl ( LC.C-Ae- bo4 7- r1-1, s eat- ko 4---1C,r kictooVS. 1.1V' "or eAF-- 1-14-1";: POA:A.3 ckt, c• tJ :LA. F 4-e- cove-) 4s. •fAik-s-21 Lk. C_A v7cA., t.,> , sEit4, 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structuralcoin Thcm v i 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 PCS Project: 5' Subject: Sheet Structural Solutions Originating Office: Seattle ❑ Tacoma Job No. Vat LA Name. • Date (' 10 -j4k t_0 tz.. �tl (vp t'i/ * 3- (i r: 5, S 610t 5 $.t' = 4 d Pt.F Mud t�`� t''�� 5,Iork ' .ktA Put. ►t • soattte I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tal: 206.292.5076 tacorna 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 .L wti4w.pcs-struc:turalco:v war SUBJECT mfr. SHEET DESIGNER• DESIGNER DATE: DATE ('c.w,riri EMI"! CrICV �t CAI) ere\i eh'.Coru!n r1, ;,cui%tr'e\Konw ei uLl::on. $tor, acoci>+ Lur Diagram/Input As, = 0.60 sq. in f,, = 60 k;i Asp = 0.00 sq. in fYa = 60 ki As7= 0.00 sq. in t, = 00 ksi NOTE: 2 # 8's Mu = 5.6 ft-k f c = 3000 psi ¢= 0.90 B= 0,85 b = 12" Results d = 60" + Mn d - 149.6 ff-k > Mu = 5.6 ft-k OK Maximum Reinforcing Check p = 0.0009 < 0.751p bal = 0.0160 Steel Strain = 0.1184 > 0.005 ACI-99 ACI-02 Minimum Reinforcing Check p_min > 0.0033 or 4/311 Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK Caicutations; T = As, fy, + As2 f2 + As3 fy3 = 36.00 k As, fy, d, + ASz f z dy + Asa fti.;, d3 144.00 in-k dArr' d- T . _ 60" - 36.00 k.__..__ = 56.00, T 36.00 k c= 0/81= 1.38" a0.85 r,. _ .._....30.60 k/in =1.18'. Ku = Mu•12000/bdA2 = 2 Ku = +Mn'12000/bdA2 = 48 swat SUBJECT DFsIGNER: DESIGNER SHEET iv F; DATE C<-rxzelw.1 onz.C>rz;.cit Diagram/Input As, = 0.20 sq. in fyi = 60 ksi A,2 = 0.00 sq. in fy2 = 60 ksi A� = O.00 sq. in F, = 00 ksi NOTE: 2 # 8's Mu = 8.4 ft-k f'c = 3000 psi 4 = 0.90 B= 0.85 b=12" Results C:\U,C':,Cumr�nt.;!:>ui %.tcoti]L..t n;.rrf� Brsrn7irg; GrIpa :ibv.rta]Co:ao':e 8oam Cupc.i!y x = 108" Mn= T don-2 84.4 ft-k > Mu = 8.4 ff-k OK Maximum Reinforcing Check p = 0.0002 < 0.75*p bal = 0.0160 ACI-99 Steel Strain = 0.6082 > 0.005 ACI-02 Minimum Reinforcing Check p_min > 0.0033 or 4/31 Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK Calculations: T = All fy, r As2 fy2 + AS3 rv3 = 12.00 k isi lyl di i• AS2 i..2 d 3- `3S3 ryl d3 CIO(= d- - a - 0.85f,b 12.00 k - 0.39" 30.60 k/in Ku = Mu" 12000/bdA2 = 1 Ku = 4Mn` 12000/bdA2 = 10 = 108" - 168.00 in-k 12.00 k c- a/81= 0.46" = 94.00" 14.-0" at B CON 2-#6 BOTT TYf l }t: 111s11rr1�1�1111111111111sf1111O111111111111111lss1Ts Ifi=rrimumillit%4____ 1 A .• II I11 I__,110 li r 5- #6 EA. FACE ill (10 TOTAL)W/STD j{ 111 HOOK O EA END IliII 4 #7 W//3 TIES 0 6"51iec ►` 1 T & B. FOR 42".12"jli6c { REM AfNDER I 1 E B CONN ... 4X2.-6"( YP. O 12"0C F)615 1. - #E+ a� DO CONN 21•-0"(y /� Y14 `TYPE 13 CONN ll XIf TYPE w- TYPE 8 CONN 2 .6 BOTTOM -� b I~ii *MING _7 5- #5 EA. FACE (10 TOTAL)W/STD HOOK 0 EA ENO 111 4- 4t7 W/%3 TIES O 6"0C T. & B FOR 42",t2"0C REM ANDER y4 0 12"0C VER1 #4 A 14"OC HOR17. ! ri TYPE: DO cONt RE: 0-4 TYPE B CONI 4-#5 EA FACE (8 TOTAL) _TYPE 8CON! y3 O 12"0C 11 W2 P. -4 2.-6- MIN #4 0 12"OC VERT. #4 tk 14"OC HOR12 cr VV. CONN. RE: 8-4 et CONN. RE: 8-4 YPE B CONN W TYPE B CONN TYPE B CONN 14'-0" W TYPE a Cate TYPE 8 CONN 7-#5 EA.FACE (14 TOTAL) #4x2 -6" 'DIAG. 2-#5 EA.FACE (4 TOTAL) #4 CON T. #4 x 2'-0" 0 24"0C (MIN. 3 EA. LEG) CONC. SLAB 7'-0" w TYPE 8 CONN 6-#5 EA.FACE (12 TOTAL) 0.-0. SLAB DOWELS 2'-O' MIN, PANEL 3" OtPe.n.G,s CONN. RE 8-4 TYPE B CONN 7-#5 EA.FACE (14 TOTAL) TYPE B CONN TYPE B CONN 6-#5 EA.FACE (12 TOTAL) RE: A-3 2-#5 EA.FACE (4 TOTAL) 2'-6'. (4)--PANEL 3RD POINT P C. PANEL 11" E 46x1$i x 1'-0" Project: Job No• t 1-1 Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date' Subject' Sheet Name• -� 2O Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tol: 206.292,5076 www.pcs-structural.com €ac me i 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 F4D L 1 II�iLL (E) PI15 AS PEQ"D WS/PlIGT.HU_AND 5" GONG. SAb. td PSA F4D gQ o V*? Pc. uesign J.viaps aummary isepurt 1 a6l. a Va 1 MUMS 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 47.5°N, 122.29°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ©Cooley oVashon mapquest J Swi 5000rN Cin16vm.)00 USGS—Provided Output Ss = 1.518 g S1= 0.570 g e aigeru.+a !/ SMs = 1.518 g SMI = 0.855 g 1 °Newcastle N 0 R CfYvw tekv.rtu Roil PA" $Currl Pak T.ukw#ie - AMERICA eatac 0 Sos= 1.012g Sol = 0.570 g East f }linhls 0 Mip(luest For information on how the SS and Si 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. MCER Response Spectrum 0 20 r l--►----E r r r 0 GCS 0 05) 1, i.:2 1.l-i 1 =,. 1.5U. 0 Period. t isec) Design Response Spectrum 0 1 r I e0 1 4,1 1 64 : 4(1 rt10 Period T t sec) , f. r' ation is a rn tx11. . the r:,..:>I 0i it': Survey. Ne y,l , t,r,^ ....... ,, ,.,, l I :a ..t' r'Iy; nci, .,s to the acc4i. : y or ..'r. f5{7tar;..'d i.: rerun r r.',f ;, not e ubStt.Uli i 1•tiblcX151 lo,:e. iry.;(E J:jti. http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.5... 9/26/2013 PCS Project: Subject: Job No. D 2-1 Sheet 9" Name. Structural Solutions Originating Office: j Seattle 0 Tacoma Date. kiJ 4 1R ( (91.93 55 tt, a 46 0 4.17 (2-'0 = 10e)(9 = (,0to 4- ,b6 L (4-)4. 11-,10 161,0 g 3:27 e r----- -1.S'Atcr (r,..Gt-• I, ( Pal"- Eck-) SeattIo I 811 First Avenue, Suite 620 • Seattle, WA 98104 • WI: 206.292.5076 Taco I 1250 Pacific Avenue, Suite 701 •Thcoma, WA 98902 - tel 253.383.2797 www.pes-structural,corn Job No {heetNo Part Software licensed to PCS 1 Job Titla Ref By o06-Oct-13 Chd Client File east west x stiff B.std DB1efre"e 14-Jan-2014 15:18 ST1FFr-secs toad t Print Timo/Oate:20101/201415:12 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of 1 Monday, January 20, 2014, 03:12 PM PAGE NO. 1 STAAD.Pro VBi SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 14, 2014 Time= 15:18:48 USER ID: PCS * * * 1. STAAD SPACE INPUT FILE: east west x stiff B.STD 2. START JOE INFORMATION 3. ENGINEER DATE 06-OCT-13 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 25 0 0; 4 0 12 0; 5 25 12 0 9. MEMBER INCIDENCES 10. 1 .1 4; 2 2 5; 4 4 5; 6 2 4; 7 1 5 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 4 TABLE ST W12X30 23. 1 2 TABLE ST TUB60604 24. 6 7 TABLE ST HSST6X6X0.375 25. CONSTANTS 26. MATERIAL STEEL ALL 27. SUPPORTS 28. 1 2 PINNED 29. 4 5 FIXED BUT FX FY MZ 30. MEMBER TRUSS 31. 6 7 32. MEMBER RELEASE 33. 1 2 END MZ 34. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 35. JOINT LOAD 36. 4 FY -19.6 37. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 38. JOINT LOAD 39. 4 FY -22.9 40. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 • G:12014 Jobs;14021 PSF Mech Office,Calcc;sraadleast west x :>1_ift 8.anl Page 1 of 9 Monday, January 20, 2014, 03:12 Pt4 STAAD SPACE -- PAGE NO. 2 41. JOINT LOAD ---11642. 4 5 FX 50 43. LOAD COMB 4 COMBINATION LOAD CASE 4 44. 1 1.0 2 0.75 3 0.75 45. LOAD COMB 5 COMBINATION LOAD CASE 5 46. 3 1.0 1 0.46 47. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 5/ 4 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 3/ 3/ 12 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 12 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB 3"* WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 48. PRINT ANALYSIS RESULTS G:\2014 Jobs!14021 PSF'Mech OfficelCa.lcsls'taadleast west x stiff B.an1 Page 2 of 9 STAAD SPACE tirT Monday, January 20, 2014, 03:12 PM - - PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00047 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00070 2 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00050 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00071 4 1 -0.00510 -0.01674 0.00000 0.00000 0.00000 0.00006 2-0.00596 -0.01956 0.00000 0.00000 0.00000 0.00007 3 0.10336 0.02132 0.00000 0.00000 0.00000 -0.00014 4 0.06795 -0.01542 0.00000 0.00000 0.00000 0.00000 5 0.10102 0.01362 0.00000 0.00000 0.00000 -0.00012 5 1 -0.00325 0.00067 0.00000 0.00000 0.00000 0.00006 2-0.0038 0.00078 0.00000 0.00000 0.00000 0.00007 3 0,103St„ -0.02132 0.00000 0.00000 0.00000 -0.00014 4 0.07142 -0.01473 0.00000 0.00000 0.00000 0.00000 5 0.10187 -0.02101 0.00000 0.00000 0.00000 -0.00012 G:12014 Jobs\ 1402.1 PSF. Mech Office\Caicslstaadteast ae2t x stiff !Lan! Page 3 of 9 %v r oo Software licensed to PCS Job No Sheet No 1 Rev Part Job Tdb Ref By Date06-OCt-13 Cnd Client File east west x stiff D.std oats/rime 14-Jan-2014 15:21 Or('-‘ vv eST •%wrw IFF P s0 so Print TirnelDate: 20(0I,201415:20 STAAD.Pro V81(SELECTseries 3) 20.07.08.20 Print Run 1 of Monday, January 20, 2014, 03:19 PM PAGE NO. 1 * * STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of * Bentley Systems, Inc. Date= JAN 14, 2014 * * Time= 15:21:17 * * USER ID: PCS * 1. STRAD SPACE INPUT FILE: east west x stiff D.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0 9. MEMBER INCIDENCES 10. 1 1 4; 2 2 5; 4 4 5; 6 2 4; 7 1 5 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 4 TABLE ST W18X50 23. 1 2 TABLE ST TUB60604 24. 6 7 TABLE ST HSST6X6X0.375 25. CONSTANTS 26. MATERIAL STEEL ALL 27. SUPPORTS 28. 1 2 PINNED 29. 4 5 FIXED BUT FX FY MZ 30. MEMBER TRUSS 31. 6 7 32. MEMBER RELEASE 33. 1 2 END MZ 34. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 35. JOINT LOAD 36. 4 FY -19.6 37. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 38. JOINT LOAD 39. 4 FY -22.9 40. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 G:\2014 Jobs\14021. P F Meeh Cffice\Ca1CSt$taad\ea.t west x stiff D.an1 Page 1 of 9 Monday, January 20, 2014, 03:19 PM STAAD SPACE - PAGE NO. 2 41. JOINT LOAD ,,...12 . 4 5 FX 50 43. LOAD COMB 4 COMBINATION LOAD CASE 4 44. 1 1.0 2 0.75 3 0.75 45. LOAD COMB 5 COMBINATION LOAD CASE 5 46. 3 1.0 1 0.46 47. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 5/ 4 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 3/ 3/ 12 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 12 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE I5 GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 48, PRINT ANALYSIS RESULTS G:12014 Jobs!14021 PSF Mach UfficelCa1.cslstaad\east west x stiff D.ani Page 2 of 9 STAAU SPACE loot .Monday, January 20, 2014, 03:19 PM -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00075 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00051 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00074 2 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00075 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00052 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00074 4 1 -0.00417 -0.01689 0.00000 0.00000 0.00000 0.00005 2-0.00488 -0.01974 0.00000 0.00000 0.00000 0.00006 3 0.10794 0.01838 0.00000 0.00000 0.00000 -0.00011 4 0.07312 -0.01792 0.00000 0.00000 0.00000 0.00001 5 0.10602 0.01061 0.00000 0.00000 0.00000 -0.00008 5 1 -0.00303 0.00052 0.00000 0.00000 0.00000 0.00005 2 00354 0.00060 0.00000 0.00000 0.00000 0.00006 301079-0.01838 0.00000 0.00000 0.00000 -0.00011 4 0.07527 -0.01282 0.00000 0.00000 0.00000 0.00001 5 0.10654 -0.01814 0.00000 0.00000 0.00000 -0.00008 G: t2014 Jobs\14021 PSF Mech OfficeiCa1cstst:aadteast west: x stiff D. an.i Page 3 of 9 yf v Job No Sheet No Rev 1 Software licensed to PCS Job Title Part Ref By Date06-0tt-13 Chd Client Fife north south x stiff.std Daterfime 14-Jan-2014 15:15 Print Time/Date: 20/01/2014 15:15 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of Nth Monday, January 20, 2014, 03:14 PM PAGE NO. 1 STAAD.Pro V8i SELECTseries3 Version 20.07.09.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 14, 2014 Time= 15:15:37 USER ID: PCS 1. STAAI) SPACE INPUT FILE: north south x stiff.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOIN1' COORDINATES 8. 1 0 0 0; 2 24.5 0 0; 4 0 12 0; 5 24.5 12 0 9. MEMBER INCIDENCES 10. 1 1 4; 2 2 5; 4 4 5; 6 2 4; 7 1 5 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 4 TABLE ST W12X30 23. 1 2 TABLE ST TUB60604 24. 6 7 TABLE ST HSST6X6X0.375 25. CONSTANTS 26. MATERIAL STEEL ALL 27. SUPPORTS 28. 1 2 PINNED 29. 4 5 FIXE.D BUT FX FY MZ 30. MEMBER TRUSS 31. 6 7 32. MEMBER RELEASE 33. 1 2 END MZ 34. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 35. JOINT LOAD 36. 4 FY -19.6 37. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 38. JOINT LOAD 39. 4 FY -22.9 40. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 G:12014 Jobs\14)21 PSF Mech Office\Calc.^,`sscaad\north aouth x stiff.anl Page ) of 9 .1 Monday, January 20, 2014, 03:14 PM STAAD SPACE -- PAGE NO. 2 41. JOINT LOAD —3 42 . 4 5 FX 50 43. LOAD COMB 4 COMBINATION LOAD CASE 4 44. 1 1.0 2 0.75 3 0.75 45. LOAD COMB 5 COMBINATION LOAD CASE 5 46. 3 1.0 1 0,46 47. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 5/ 4 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 3/ 3/ 12 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 12 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQP.D/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 48. PRINT ANALYSIS RESULTS G:12014 Jobn11402:1 PSF fdech Jf!ice%CalcslstaaOlnorth south x stiff.an.I. Page 2 of 9 STAAD SPACE folio Monday, January 20, 2014, 03:14 EM -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00047 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00070 2 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00049 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00070 4 1 -0.00520 -0.01671 0.00000 0.00000 0.00000 0.00006 2-0.00607-0.01952. 0.00000 0.00000 0.00000 0.00007 3 0.10298 0.02175 0.00000 0.00000 0.00000 -0.00015 4 0.06749 -0.01503 0.00000 0.00000 0.00000 0.00000 5 0.10059 0.01407 0.00000 0.00000 0.00000 -0.00012 5 1 -0.00333 0.00070 0.00000 0.00000 0.00000 0.00006 2-0.00389 0.00082 0.00000 0.00000 0.00000 0.00007 3 0.1029,0-0.02175 0.00000 0.00000 0.00000 -0.00015 4 0.07099 -0.01500 0.00000 0.00000 0.00000 0.00000 5 0.10145 -0.02143 0.00000 0.00000 0.00000 -0.00012 G:12014 Jab.s114021. PSF fiech Off ce1Ca1cs\ taad\noLth south x !titf.ani ?age 3 of 9 title Block Line 1 You can change this area using the "Settings° menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Torsional Analysis of Rigid Diaphragm Lic. : KW-06002327 Description : mezzanine 1-20-14 east west General Information Applied Lateral Force Additional Orthogonal Force Maximum Load Used for Analysis : Note: 107.0 k k 107.0 k This Toad is the vector resolved from the above two entries and will be applied to the system of elements at angular increments. Load Anglular Increment Accidental Eccentricity Anglular Increment Center of Rigidity Location (calculated) .. . 'X' dist. from Datum 'Y' dist. from Datum Specified Deflection Elements Labels 6 east Label : Label : Label: 6 west B D.6 DESIGN SUMMARY Resisting Element Load Angle 6 east f 0 6 west #I# 0 a I 0 D.6 j 0 Layout of Resisting Elements Legend: Major Axis Major Axis Major Axis Major Axis 180.0 deg 15.0 deg 61.992 ft 24.372 ft = 0.1079 in 10.0000 in rrotect flue: Engineer: Project Descr: Project ID: 11 File r}sersstfingO170C11FAE-11ENErtCA-11P5F0*-1kCb ENERCALC, INC.19833201 % Build:6..i 3 8.31, Ver.6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Location of Shear Application : Distance from 'X' datum point Distance from 'Y" datum point Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions : Along'X° Axis Along "Y" Axis Additional Eccentricity +!- from 'X' Coord. of Load Application Additional Eccentricity +l- from "Y' Coord. of Load Application 60.0 ft 17.0 ft 5.00 % 120.0 ft 53.0 ft 6.0 ft 2.650 ft Specified Resisting Element Deflections (Stiffness) for constan 0.1034 in Minor Axis = 10.0000 in Minor Axis = 10.0000 in Minor Axis = 0.1030 in 10.0000 in Minor Axis = 0.1030 in List of maximum shear forces applied to resisting elements Maximum Shear along MAJOR Axis X-Ece (1t) Y-Ecc (ft) Shear Force (k) 7.99 -7.37 54.068 7.99 -7.37 51.813 1.99 -10.02 0.589 1.99 - -10.02 0.589 Defined Wall Center of Rigidity f, Maximum Shear along MINOR Axis Load Angle X-Ecc (ti) I 0 1,99 0 1.99 0 1,99 0 1.99 Defined Defined Deflection X Datum Accidental eccentricity application boundary Y.Ecc ((t) Shear Force (k) -10.02 0.086 -10.02 0.082 -10.02 11.338 -10.02 11.342 I rile DIUGR Line 1 You can change this area using the "Settings' menu item and then using the Printing & Title Block" selection. Title Block Line 6 Torsional Analysis of Rigid Diaphragm Lic. # : KW-06002327 Description : mezzanine 1-20-14 north south General Information Applied Lateral Force Additional Orthogonal Force Maximum Load Used for Analysis : 107.0 k k 107.0 k Note. This load is the vector resolved from t^e above two entres and Wii be applied to the systems of elements at angular increments. Load Anglular Increment Accidental Eccentricity Anglular Increment Center of Rigidity Location (calculated) .. "X" dist. from Datum 'Y' dist. from Datum Specified Deflection Elements t abei : 6 east Label: Label: Label: 6 west B D.6 DESIGN SUMMARY Resisting Element 6 east 6 west B D.6 Load Angle 90 90 270 270 Layout of Resisting Elements Legend: Defined Wall • Center of Rigidity 180.0 deg 15.0 deg 61.992 ft 24.372 ft Major Axis Major Axis Major Axis Major Axis Maximum Shear along X-Ecc (ft) YiEcc (ft) 7.99 -7.37 7.99 -7.37 7.99 -7.37 7.99 -7.37 1 1Urc4t 1LLtc. Engineer; Project Descr: Proiect ID: Fite= tlkarstBmbKi0CU}1E-I ENERCA-1'PSF0FF-t.EC6 ENERCAI C, INC.1483.2013. 7uid.6.13.8.31, Ver6.138.31 Licensee : PCS STRUCTURAL SOLUTIONS Location of Shear Application : Distance from "X' datum point Distance from'Y" datum point Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions : Along 'X' Axis Along'Y' Axis Additional Eccentricity +I- from 'X' Coord. of Load Application Additional Eccentricity +l- from "Y" Coord. of Load Application 0.1034 in Minor Axis = 0.1079 in Minor Axis 10,0000 In Minor Axis 10.0000 in Minor Axis = List of maximum shear forces applied to resisting elements MAJOR Axis Maximum Shear along MINOR Axis Shear Force (k) 0.614 0.611 61.996 61.999 60.0 ft 17.0 ft 5.00 % 120.0 ft 53.0 ft 6.0 ft 2.650 ft Specified Resisting Element Deflections (Stiffness) for constan 10.0000 in 10.0000 in 0.1030 in 0.1030 in Shear Fore! (k) 90 7.99 _ X-E 99t) Y-Ecc (ft) - O- 7 0.024 9 270 7,99 -7.37 0.024 90 7.99 -7.37 0.024 I 270 7.99 -7.37 ■ Defined Defined Deflection X Datum • �Accidental eccentricity application boundary Structural Solutions e „ k 6 ( Project: Subject: Originating Office: tkl Seattle \lott ''•-• fe 2 4-, 1‘. c•-•' Sheet -.n— 20 Cr Criai. 707' t. Job No: le lb Name. D Tacoma Date: I lir"-, uk)vbs0-5 0 ‘-k-4.V0*.icott C>k-- St -A -kg o r fq11---" SiatIG I 811 First Avenue, Suite 620 - Seattle, WA 98104 tel: 206.292.5076 www.pcs-structural.coni corrki 1250 Pacific Avenue, Suite 701 -Tacotna,WA 98402 • tei: 253.3113.2797 Sheet No y;� Rev tiv:11 Software licensed to PCS Job No 14021 1 Part Job Title psf mech Ref By j►h D'"06-Oct-13 Chd Clieni stock Fib west ns.std Dateinme 18-Jan-2014 14:38 12 T1( 13 '1E '11 `17 b 'ts ie Print T an e/Date: 20/0112014 15:50 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of Vw Monday, January 20, 2014, 03:50 PM PAGE NO. 1 **************************************************** STAAD.Pro VBi SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Dates, JAN 18, 2014 Time= 14:38:23 USER ID: PCS epro, 70) 0 1. STAAD SPACE INPUT FILE: west ns.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPtTl' WIDTH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 8 --3 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; 11 0 12 -12.25; 12 0 6-12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 6 5; 9 7 4; 10 7 5; 11 8 4; 1: 9 10 16. 13 10 11; 14 11 4; 15 9 12; 16 12 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E+006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 11 TABLE ST W18X50 29. 1 2 12 TABLE ST TtJE360604 30. 6 7 9 :10 15 TO 18 TABLE ST HSST6X6X0.375 31. 13 14 TABLE ST W18X35 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. 5 FIXED BUT FX FY MZ 37. 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY FZ MX MY MZ 40. MEMBER TRUSS G:\2014 Jobs114O2% PiF Mech Olfic'e\C3.Lrsistaad\west n3.3a1 Page 1 of IA Vy4 Monday, J,Inuary 20, 20L4, 03:50 PM STAAD SPACE -- PAGE NO. 2 41. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 8 CON GY -9.5S 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. JOINT LOAD 64. 8 FY -12.74 65. MEMBER LOAD 66. 4 CON GY -12.74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY -35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76. MEMBER LOAD 77. 4 8 11 UNI GX -0.6 78. 13 14 UNI GZ 3.6 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 -2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 -2.0 83. PERFORM ANALYSIS G:\2014 Jobs41402i PSF .'Tech Of €ice\Caics\staad\west ns.arl Page 2 cf 14 STAAD SPACE Vey Monday, January 20, 2014, 03:50 1'M -- PAGE NO. 3 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ — '' 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 10/ 4/ 23 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 48 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE, ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 84. PRINT ANALYSIS RESULTS G:\2014 Jobs;14021 PSF Mech Office\Catcs\staad\we$t ns.anl Page 3 of 14 STAAD SPACE Monday, jar2 -- PAGE NO. 6 L11 20, 2014, 03: 50 PP4 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-2 mom-X MOM-Y MOM Z • 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 A 3 12.23 52.29 --44.37 0.00 0.00 0.00 t 4 -12.68 -14.18 74.30 0.00 0.00 0.00 5 -21. 85.06 0.00 0.00 0.00 2 1 -5.00 7.J9 0.01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 9.90 -9.16 0.04 0.00 0.00 0.00 4 -31.94 100.82. -0.04 0.00 0.00 0.00 5 -23.30 44.92 -0.07 0.00 0.00 0.00 9 1 -0.01 30.93 5.32 0.00 0.00 0.00 2 -0.01 41.51 7.17 0.00 0.00 0.00 3 -0.02 -43.13 -43.76 0.00 0.00 0.00 4 0.03 171.07 102.13 0.00 0.00 0.00 5 0.04 107.91 91.24 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0.02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.03 -0.33 0.00 4 0.00 0.00 -0.01 -0.02 0.08 0.00 5 0.00 0.00 0.04 -0.06 0.52 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0.00 3 0.00 0.00 -0.08 0.00 0.00 0.00 4 0.00 0.00 0.02 0.00 0.00 0.00 5 0.00 0.00 0.13 0.00 0.00 0.00 10 1 -0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 0.00 0.00 0.00 -0.96 0.00 -0.06 4 -0.19 0.00 0.00 2.00 -0.58 -0.21 5 -0.05 0.00 0.00 1.95 -0.15 0.03 12 1 0.21 0.00 0.00 0.00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.09 0.00 0.00 0.00 0.00 0.00 4 0.39 0.00 0.00 0.00 0.00 0.00 5 -0.04 0.00 0.00 0.00 0.00 0.00 G:12014 ,hobs\14G21 P5F McCh (1f.:C: c:e'6Ca:c.slscaac4\west Page 6 of id MK Monday, January 20, 2014, 03:50 Th4 STAAD SPACE -- PAGE NO. 12 STAAO.PRO CODE CHECKING - (AISC-360-05-LRFD) v2.0 **************************************** *** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION aaa=r,:.:......_..._.... . --� �..�__._,_.�.....,�ss=za_S ...=12._�____._=tefz__=t.........ma=,xa 1 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.221. 2 38.59 C 0.24 0.00 12.00 2 ST TU1860604 (AISC SECTIONS) PASS Clause H1/2 0.491 4 87.59 C 0.05 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.882 4 -4.64 T -0.37-233.24 14.50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.185 4 34.57 C 0.52 -0.10 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.073 5 -22.80 T 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.957 4 -3.19 T -0.35-252.97 1.21 9 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.188 4 34.58 C 0.76 0.00 15.69 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.073 5 -22.77 T 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.605 4 9.60 C 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.728 4 121.09 C 2.00 0.09 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.491 4 -13.73 T 0.29 -73.83 12.25 14 ST W18X35 (RISC SECTIONS) PASS Clause H1/2 0.491 4 -13.73 T 0.29 -73.83 0.00 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.521 4 113.56 C -0.04 -0.50 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.572 4 113.51 C -3.31 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.309 5 -94.72 T 0.21 0.19 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.313 5 -94.71 T -0.28 0.34 0.00 93. FINISH C.;:k2014 gobs \ t 4021 PSF Meet: Oi-ficA \;(:.: Zcs\.5 ad\west ns.ani Page 12 of 14 64.7 Monday, January 20, 2014, 04:06 PM PAGE NO. 1 STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 20, 2014 Time= 16: 6:20 USER ID: PCS 1. STAAD SPACE INPUT FILE: west ns.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4, JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPUT WTT)TH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12, 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 8 -8 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; 11 0 12 -12.25; 12 0 6 -12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 6 5; 9 7 4; 10 7 5; 11 8 4; 12 9 10 16. 13 10 11; 14 11 4; 15 9 12; 16 12. 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E4-006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 11 TABLE ST W18X50 29. 1 2 12 TABLE ST TUB60604 30, 6 7 9 10 15 TO 18 TABLE ST HSST6X6X0.375 31. 13 14 TABLE ST W18X35 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. 5 FIXED BUT FX FY MZ 37, 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY FZ MX MY MZ 40, MEMBER TRUSS G:\2014 Jobs\1402.1 PSf Meci: Office\Caics\st,tad\west ns.an1 Page 1 of 14 STAAD SPACE trLUO Monday, January 20, 2014, 04:06 PM -- PAGE NO. 2 4:1. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 8 CON GY -9.55 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. JOINT LOAD 64. 8 FY -12.74 65. MEMBER LOAD 66. 4 CON GY -12.74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY --35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76. MEMBER LOAD 77. 4 8 11 UNI GX -0.6 78. 13 14 UNI GZ 3.6 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 2.0 83. PERFORM ANALYSIS G:\2014 Johsi14021 PSE Mech Office\Calcs\staar \west ns.ant Page 2 of. 14 L.Nf' Monday, January 20, 2014, 04:06 PM STAAD SPACE -- PAGE NO. 3 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 10/ 4/ 23 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 48 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 84. PRINT ANALYSIS RESULTS G:12O14 Jubs114021 PS?? Mech Office\Calcsistaacd\west ns.ani Page 3 of 14 STA D SPACE Monday, January 20, 2014, 04:06 PM -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X TORCE-Y FORCE-2 MOM-X MOM-Y MOM Z 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 3 12.23 52.29 -44.37 0.00 0.00 0.00 4 3.6 2A„__ 194 -103.17 0.00 0.00 0.00 .. ,. V 27.86 127.72 -92.41 0.00 0.00 0.00 2 1 -5.00 37.99 0.01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 9.90 -9.16 0.04 0.00 0.00 0.00 4 7.66 64.16 0.12 0.00 0.00 0.00 5 16.30 8.27 0.09 0.00 0.00 0.00 9 7. -0.01 30.93 5.32 0.00 0.00 0.00 2 -0.01 41.51 7.17 0.00 0.00 0.00 3 -0.02 -43.13 -43.76 0.00 0.00 0.00 4 -0.06 -1.43 -72.89 0,00 0.00 0.00 5 -0.05 -64.60 -83.79 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0,02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.03 -0.33 0.00 4 0.00 0.00 -0.14 0.12 -1.25 0.00 5 0.00 0.00 -0.08 0.08 -0.81 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0.00 3 0.00 0.00 -0.08 0.00 0.00 0.00 4 0.00 0.00 -0.32 0.00 0.00 0.00 5 0.00 0.00 -0.21 0.00 0.00 0.00 10 1 -0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 0.00 0.00 0.00 -0.96 0.00 -0.06 4 -0.18 0.00 0.00 -1.85 -0.58 -0.43 5 -0.04 0.00 0.00 -1.91 -0.15 -0.19 12 1 0.21 0.00 0.00 0.00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.09 0.00 0.00 0.00 0.00 0.00 4 0.77 0.00 0.00 0.00 0.00 0.00 5 0.34 0.00 0.00 0.00 0.00 0.00 G:\2014 Jobs'\1402I PSF Mech Office\Caacs'tstaadlwest ns.an.I Page 6 of 14 STAAD SPACE Monday, January 20, 2014, 04:06 PM PAGE NO. 12 STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v2.0 ***************h**************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION sal6===rsa=- =an araasa++=-^�..a .=f=n===•• 1 ST TUB60604 (RISC SECTIONS) PASS Clause H1/2 0.739 4 129.43 C 0.63 0.00 12.00 2 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.382. 4 67.34 C -0.25 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.873 4 -18.69 T -0.22 -232.71 14.50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.078 5 -17.64 T -1.03 0.15 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.197 4 39.10 C 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.943 4 -20.14 T -0.09 -252.49 1.21 9 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.078 5 -17.66 T -1.03 0.15 0.00 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.197 4 39.06 C 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.601 4 -9.60 T 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.237 4 34.19 C -1.85 0.04 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.485 4 -15.15 T 0.31 -73.83 12.25 14 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.485 4 -15.15 T 0.11 -73.83 0.00 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.312 5 -93.13 T 0.64 0.17 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.365 4 -81.00 T -5.85 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.548 4 114.96 C 1.12 -0.53 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.549 4 114.91 C -1.49 0.20 0.00 93. FINISH G:}2014 .Tobs\1402I PSF Mech Office`:Ca:.cs;staad`iwest ns.ani Page; 12 of 14 PAGE NO. Monday, January 20, 2014, 03:53 PM **************************************************** * STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 20, 2014 Time= 15:52:51 USER ID: PCS Pet Ta wkf - 1. STAAD SPACE INPUT FILE: west ew.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 0 -8 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; .11 0 12 -12.25; 12 0 6 -12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 6 5; 9 7 4; 10 7 5; 11 8 4; 12 9 10 16. 13 10 11; 14 11 4; 15 9 12; 16 12 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E+006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 0352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 11 TABLE ST W18X50 29. 1 2 12 TABLE ST TUB60604 30. 6 7 9 10 15 TO 18 TABLE ST HSST6X6X0.375 31. 13 14 TABLE ST W18X35 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. 5 FIXED BUT FX FY MZ 37. 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY FZ MX MY MZ 40. MEMBER TRUSS s G: k2014 Joh=',14021 FSF Mech OfC=irfeiCair..s 5:.aad\We^t ow.ani PF2ge 1 of 14 STAAD SPACE L:`r 1 Monday, Janviry 20, 2014, 03:53 PM -- PAGE NO. 2 41. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 6 CON GY -9.55 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. JOINT LOAD 64. 8 FY -12.74 6S. MEMBER LOAD 66. 4 CON GY -12.74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY -35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76. MEMBER LOAD 77. 4 8 11 UNI GX -2 78. 13 14 UNI GZ 1.08 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 2.0 83. PERFORM ANALYSIS G:t2014 Jobst14021 PSF Mech Office\Lalcststaadtwest ew.anl Page 2 of 14 STAAD SPACE v.r v Monday, January 20, 2014, 03:53 PM .- PAGE NO. 3 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 10/ 4/ 23 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 48 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB ,x** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 84. PRINT ANALYSIS RESULTS G. %2014 Jobsk1402I PSF Mech Office}Calcsistaadlwest ew.anl Page .1 of 14 STAAD SPACE L. S 5 Monday, January 20, 2014, 03 53 PM PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 3 36.11 43.50 -14.52 0.00 0.00 0.00 4 83.99 177.40 -43.47 0.00 0.00 0.00 5 75.62 110.15 -32.71 0.00 0.00 0.00 2 1 -5.00 37,99 0.01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 37.77 -30,58 0,02 0.00 0.00 0.00 4 63.40 21.32 0.08 0.00 0.00 0.00 5 72.05 -34.57 0.05 0.00 0.00 0.00 9 1 -0.01 30.93 5.32 0.00 0.00 0.00 2 -0.01 41.51 7.17 0.00 0.00 0.00 3 -0.05 -12.92 -11.88 0.00 0.00 0.00 4 -0.11 58.98 -9.14 0.00 0.00 0.00 5 -0.10 -4.19 -20,03 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0.02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.02 -0.23 0.00 4 0.00 0.00 -0.1.3 0.09 -1.05 0.00 5 0.00 0.00 -0.07 0.05 -0.61 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0.00 3 0.00 0.00 -0.06 0.00 0.00 0.00 4 0.00 0.00 -0.27 0.00 0.00 0.00 5 0.00 0,00 -0.16 0.00 0.00 0.00 10 1 -0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 -0.01 0.00 0.00 -0.32 -0.01 -0.13 4 -0.20 0.00 0.00 -0.56 -0.61 -0.58 5 -0.06 0.00 0.00 -0.61 -0.18 -0.34 12 1 0.21 0.00 0.00 0.00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.17 0.00 0.00 0.00 0.00 0.00 4 0.92 0.00 0.00 0.00 0.00 0.00 5 0.49 0.00 0.00 0.00 0.00 0.00 G:\2014 Jobs\ 14021 PSF Mec;t Cffice\Cal.csist-aadtwesf: ew.a..1 Page 6 of 14 v- -v Monday, January 20, 2024, 03:53 PK STAAD SPACE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - (AISC -360-05-LRFD) v2.0 #*#***************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.696 4 121.34 C 0.74 0.00 12.00 2 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.270 4 47.57 C -0.19 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.873 4 -25.83 T -0.40 -232.53 14.50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.263 5 - 77.98 T -0.58 0.21 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.457 4 90.77 C 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.941 4 -30.67 T -0.27 -252.32 1.21 9 ST HSST6X6X0.375 (RISC SECTIONS) PASS Clause H1/2 0.272 5 - 78.00 T 1.29 0.00 1.5.69 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.457 4 90.73 C 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.613 4 -32.00 T 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.369 4 63.42 C -0.56 0.02 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.487 4 -17.08 T 0.16 -73.83 12.25 14 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.487 4 -17.08 T 0.16 -73.83 0.00 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.095 5 -22.25 T 1.26 0.04 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.149 4 -10.14 T -6.36 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.250 4 48.48 C 1.24 -0.46 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.255 4 48.44 C -1.64 0.36 0.00 93. FINISH G:\2034 Jobs114021 FSF Mech Of.f.ice\C:leskstaad\west ew.ani Page 42 of 14 LA 5 Monday, January 20, 2014, 03:59 PM PAGE NO. 1 STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 20, 2014 Time= 15:58:37 USER ID: PCS * * �tS? L- 0 TV w/04-i3 wr5 r A * A * et-P- t (40 1. STAAD SPACE INPUT FILE: west ew.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JL1 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT FEET KIP 11.. JOINT COORDINATES 12. 1 0 0 0; 2 29 0 0; 4 0 7.2 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 8 -8 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; 11 0 12-12.25; 12 0 6 -12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 5 5; 9 7 4; 10 1 5; 11 8 4; 12 9 10 16. 13 10 11; 14 11 4; :1.5 9 12; 16 12 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E+006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 1.1 TABLE ST W18XS0 29. 1 2 12 TABLE ST TUB60604 30. 6 7 9 10 15 TO 18 TABLE ST HSST6X6X0.375 31. 13 14 TABLE ST W18X35 32.. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. S FIXED BUT FY. FY MZ 37. 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY F2 MX MY MZ 40. MEMBER TRUSS G:12014 Jobs114021 PSF Mech Uffi.celCalus1staadlwest cw.anl Page 1 of 14 STAAD SPACE t-5b Monday, January 20, 2014, 03:59 PM -- PAGE NO. 2 41. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 8 CON GY -9.55 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. .7OINT LOAD 64. 8 FY -12.74 65. MEMBER LOAD 66. 4 CON GY -12.74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY -35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76, MEMBER LOAD 77. 4 8 11 UNI GX -2 78. 13 14 UNI GZ 1.08 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 -2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 -2.0 83. PERFORM ANALYSIS G: \2014 Job5 \ 1 4022 PST :4ech Of Pico V ..IC3\ taad\ west ew. and Page 2 of 14 STAAD SPACE le Monday, January 20, 2014, 03: 59 S M -- PAGE NO, 3 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 10/ 4/ 23 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 48 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB *`** WARNING : AVAILABLE HARD DISE SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IN YOUR AVAILABLE HARD DISK SPACE ON THR ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 84. PRINT ANALYSIS RESULTS G:\2014 Jons114021 PSk' Mech O.ffi.ce\G':iicslataad\west ew.an1. Page 3 of 14 STAAD SPACE Monday, January 20, 2014, 03:59 Pm -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 3 36.11 43.50 -14.52 0.00 0.00 0.00 4 -60,45 3.39 14.60 0.00 0.00 0.00 5 -68.82 -63.86 25.36 0.00 0.00 0.00 2 1 -5.00 37.99 0.01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 37.77 -30.58 0.02 0.00 0.00 0.00 4 -87.69 143.65 0.00 0.00 0.00 0.00 5 -79.05 87.76 -0.03 0.00 0.00 0.00 9 1 -0.01 30.93 5.32 0.00 0.00 0.00 2 0.01 41.51 7.17 0.00 0.00 0.00 3 -0.05 -12.92 -11.88 0.00 0.00 0.00 4 0.08 110.66 38.38 0.00 0.00 0.00 5 0.09 47.50 27.48 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0.02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.02 -0.23 0.00 4 0.00 0.00 -0.02 0.00 -0.12 0,00 5 0.00 0.00 0.03 -0.03 0.32 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0,00 3 0.00 0.00 -0.06 0.00 0.00 0.00 4 0.00 0.00 -0.03 0.00 0.00 0.00 5 0.00 0.00 0.08 0.00 0.00 0.00 10 1 0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 -0.01 0.00 0.00 -0.32 -0.01 -0.13 4 -0.18 0.00 0.00 0.71 -0.56 -0.07 5 -0.04 0.00 0.00 0.65 -0.12 0.17 12 1 0.21. 0.00 0.00 0.00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.17 0.00 0.00 0.00 0.00 0.00 4 0.24 0.00 0,00 0.00 0.00 0.00 5 -0.19 0.00 0.00 0.00 0.00 0.00 G:\2014 J,bs04021. PS1%P1.ch Of.fice1Ca1ce\!3taad?west ew.an1 Page 6 of 14 x-S`1 MC:IrdiiV, January 20, 2014, 0 :59 Pis STAAD SPACE. -- PAGE NO. 12 STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v2.0 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION raasaaaa====u=...=*=fl__-_=-ca_.a=a=a-=3==ss=sm:r^-.s rs=nt �.....� 1 ST TU1860604 (AISC SECTIONS) PASS Clause H1/2 0.221 2 38.59 C 0.24 0.00 12.00 2 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.600 4 107.36 C -0.01 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.885 4 2.50 C -0.19-233.42 14.50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.482 4 94.91 C 0.07 -0.15 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.237 5 -74.48 T 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.964 4 7.33 C -0.17 -253.14 1.21 9 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.490 4 94.93 C 0.63 0.00 15.69 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.237 5 -74.44 T 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.624 4 32.00 C 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.533 4 91.87 C 0.71 0.11 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause )i1/2 0.490 4 -11.80 T 0.24 -73.83 12.25 14 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.490 4 -11.80 T 0.24 -73.83 0.00 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.211 4 42.68 C -0.67 -0,36 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.243 4 42.65 C -2.79 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.094 5 -28.25 T 0.10 0.13 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.096 5 -28.24 T -0.13 0.18 0.00 93. FINISH G: 120.4 Job:;11.4021 PSF rfec:h OLfi.ceWalcsl9taad?west ew.anl Rig'e 12 of 14 Project: i1 Job No•1 ara2.t Subject: _ Sheet Name 411 PCS 24- Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma 347'Xq-t'X2_6 (4- _ o v 4-R 49 s to n to Date* ' ' 2'a tvii; ��� �3;Z, jar 20ei!)(1 7 L Vu t,c (2 AS) t et 14.. t/C \Id_ C,t 01 s\.)6.z6-(.0`) ;•• V v‘ tom.' 2 S '> Y v ti ,ate 1tt.- IL5 14(2 v1/4Au t„ 4 6 Seatt le 18.11 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 1c3ccella 1 1250 Pacific Avenue, Suite 701 •Tacoma,WA 98402 • tel: 253.383.2797 t 2 l Gk>ti.3r k ( b)t = (oG we w.pcs•structuraI. om VT! Autf Ifttt. mgr. SUBJECT SNEEi' SFIEET DEs1&NER. DESIGNER DALE DATE Onchoe P nl Conte* Diagram/Input Ail = 0.31 sq, in to = 60 ksi AS2 = 0.00 sq, in fy2 = 60 ksi AS3 = 0.00 sq. in fy3 = 00 ksi NOTE: 2 # 8's Mu = 20.8 ft-k To = 3000 psi $= 0.90 B= 0.85 Results • • • b_ 17" C.\AhemUxurr erd;\loci; FMcer\jCer;oefe N?nainti Cop<xify.z::1Concreiz Ream Clopxiy dz=0" a d=30" ��nTINC� + Mn _ • T de") - ) = 35.8 fl-k > Mu = 20.8 ff-k OK Maximum Reinforcing Check p = 0.0010 < 0.75•p bal = 0.0160 Steel Strain = 0.1061 > 0.005 ACI-99 ACI-02 Minimum Reinforcing Check p_min > 0.0033 or 4/3`$ Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK Calculations; T= Asi tyi*As2fv2+AS3fy3= 18.60 k den= d- Asi fyi di + As2 f 2 d2 ' AS3 F1.3 63 r T 18.60 k_ a _ = 0.61" 0.85fcb 30.60k/in Ku = Mu' 12000/bdA2 = 31 Ku = #Mn'12000/bdA2 = 53 30" • 74.40 in-k 18.60 k c= a1B1= 0.72" 26.00" J09T1TLE• r!CVJL:...l Simi: SUBJECT viEET' SHEET VU 4..,.. asisNER, DESIGNER DATE' DATE Can4re14le tC„ ac v t,- Diagram/Input A$i = 1.76 sq. in fy! = 60 ksi As2 = 0.00 sq. in fyz = 60 ksi A = 0.00 sq. in r o = 00 ksi NOTE: 2 # 8's Mu = 110.0 ft-k 1', = 3000 psi = 0.90 B= 0.85 Results G`,lfsea', !im!Y•,t.;r., W u .�!s\Lou i bv.o •,1Cencrele Bencing Caroxity,N21C:c+w.ele Ce:xr Gr,pocily 4 4 .4 b = 30" a efet, J u ; t-3 (»- Maximum Reinforcing Check p = 0.0029 < 0.75"p bat = 0.0160 Steel Strain = 0.0339 > 0.005 AC1-99 ACI-02 Minimum Reinforcing Check p_min > 0.0033 or 4/3'¢ Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK Calculations: T= A,I fyi + As2 fy2 As3t3= 105.60k den= d- As1f�d�+A52fy2d24'Asa ty3 1 T 105.60 k 0 — t .38° 0.85 b 76.50 k/in Ku = Mu'12000/bdA2 = 110 Ku = 6Mn* 12000/bdA2 = 153 = 24" 422,40 in-k 105.60 k c= o/B 1= 1.62" = 20.00" apcs project: !, S Subject: Structural Solutions Originating Office: ❑ Seattle 5,O.L- L.0OvCi�„ E .4- 11) EA. = :kb jo r q Sheet Job No: , OZ' I Name: tok ❑ Tacoma Date. Dt` 4 4t,5+j tb k -. `` =. 3 3a,et 4- 41,5 .4k 4 I �"S 1►Sea_ NO UF'ur=r .. j !A.) r- ' 2 3 4.. i ,'4- 1(32) t2, c' Ste ' 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292 ,076 wwwpcs-structural.com T(.c orna 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tet: 253.383.2797 lob No. 14-v21 Sheet (.+ Name. 4 L14- pcs Project. PS Subject: Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date. 0` S v 4 Cam- — Note- -14 Coo {. & e.? 4" Colr r f52a. tti c. ) i 4- tZ.aw Ito 5 L Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 ewwpcs-structurat.com 'Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.3133.2797 Seattle Tacoma Structural Solutions 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com STRUCTURAL CALCULATIONS FOR PSF Y4ORLP HEADQUARTERS Phase Two 11621 E. Marginal Nay 5 Tukwila, INA GI8168 Prepared by PCS Structural Solutions J 14-021 April 15, 2014 pcs Project: Job No: Subject: Sheet Name: Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date IA . r)l>wJL. l..ksT I -A .._ Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Sheet No Rev Job No 14021 1 Part Software licensed to PCS Job Tine psf mech Ref Client stock By jlh Date06-0Ct-13 Chd Fib west ns.std 1Datert'xo° 18-Jan-2014 14:38 i4, Sott-IT 9 1 4 7 JotJT i a 8 10 • !_r:?.i 1 Print Time/Date: 20/01/2014 15:50 STAAD.Pro VSi (SELECTseries 3) 20.07.08.20 Print Run 1 of 1 411 FirS Project: e4 Job No. 140 2 Subject Sheet Name. "k1 L/!" Structural Solutions Originating Office: WI Seattle ❑ Iacorna Date• I 'it 14 c.\ Gag- p.5E2—.. (AA -- 21 3g t� 23 Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 411 PCS Structural Solutions 571.141- GoL)W�►� CC') GW�Id�` G Project: (27 Job No. 1 ¢o 2- , Subject: Sheet Name. Originating Office: •Seattle Q Tacoma Date• ` ` DI, 14" Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs•structural.com Tacoma i 1250 Pacific Avenue, Suite 70). • Tacoma, WA 98402 • tel: 253.383.2797 111 FCS Project: �7 Job No - Sheet Subject Sheet Name © ( Structural Solutions Originating Office: Kr Seattle ❑ Tacoma Date. JL0 two bi>►---Yr" 9 �J 2. 19. Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 -Tacoma, WA 98402 • tel: 253.383.2797 Fcs Project: 1 Job No• Subject: Sheet Name: eiro Structural Solutions Originating Office: Seattle ❑Tacoma Date c-- T fOr Et; r- G.- /- Gi4;4-1 tab - 2 ts (..1 s)= .�t t,�'— l0 3 �.. tad .� = � � � t v` •`"(&) 4- czdt :45 (5‘6,V,„4:4.06 5 RAC' tt_$. Ib t.3ckLL)J2 4. 14.-141-22)(t-li,:)(..04-- 114-e._ (1 s it- t 0)4, Seattle I 811 First Avenue, Suite 620 - Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structurat.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Pcs Project'` Job No t '`�'0 2'( Subject: Sheet Name Structural Solutions Originating Office: IS Seattle Tacoma Date' — t 4' E.. e'tJ G1 Gr. 1 ri t. v 4 Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Project: T Subject: • Sheet Structural Solutions Originating Office: 1St Seattle ❑ Tacoma J•r i� $ Co) -- \V L� Job No. Name - Date. -cYy 3(0, co �^' �SSro•j-� (07Y, (1j 4 I-2'16.-14- rat Edt_ v 30° 1 E);1Dit.) kit) z FY A(6, , � C �� ,(01-5)(13) 2-� 31- oL ,53 Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com 41 PCS Project ) Job No. 14' Z I Subject: Sheet Name y� Structural Solutions Originating Office: X, Seattle El Tacoma Date. 6 re- i/U u-A,L , ILA, (irk 9=2to� p; <5) _ 42.k Cot, u mt3w u 3 G z 3 s1 Ls24" cts a= 2 13(4, Seattle) 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma ( 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www. pcs-structurahcom Project: { )ob ( ' t a PCS Lr Subject: Sheet NamNo•e• Structural Solutions Originating Office: ® Seattle El Tacoma Date: Z �2 t S t4 &4 L,. V Cti ( e) 'Jo R So 01'4 1t-VU I03�c.,, vt4 (C.���C )(24_ tIivL SLM v t 3 r 5) = El S" "VI =' 4G 84 �, 2 d} VS I t Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tei: 253.383.2797 www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 psf 2/25/2014 Specifiers comments: 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] AWS D1.1 GR. B 7/8 hef = 6.000 in. design method ACI 318-08 / CIP eb = 0.000 in. (no stand-off); t = 2.000 in. lx x ly x t = 54.000 in. x 24.000 in. x 2.000 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in. cracked concrete, 2500, fj = 2500 psi; h = 30.000 in. tension: condition B, shear: condition A; anchor reinforcement: shear edge reinforcement: none or < No. 4 bar yes (D.3.3.6) Input data and results must be checked for agreement with the existing conditions and for plausbilityl PROFIS Anchor ( c ) 2003-2009 Hlli AG. FL-9494 Schwan Hilti is a registered Trademark of Hitti AG, Schwan www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 psf 2/25/2014 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity P 1 fiv ['/a] Status Tension - / - - Shear Pryout Strength 43850 51302 - / 86 OK Loading Combined tension and shear Toads Utilization DN,v [%] Status 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti s technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibililyl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaaf Hilti is a registered Trademark of Hdti AG, Schwan Pcs Project: P Job No Subject: Sheet Name. Structural Solutions Originating Office: 4,Seattie ❑ Tacoma Date. 4(160) p94-0 'tF 41 rti 7 t4 . {hT 12- 354-(210evo 6314}S ,25 l• 2-Et3• t¢ s,Pko= ,)t,tt .2� 3 Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 •'Tacoma, WA 98402 • tel: 253.383.2797 pcs Project F Subject Sheet Structural Solutions Originating Office: E.Seattle tidtfr'f t..0 104 ° ftf., tg- alz lb/ C., -4 ) C-0 Pc Fg-ov-k 1-41 et. crik-Au e:),P111-c4 fl Tacoma ff -4 4 Y 4 olfrt Cr 2* Po vos t 16,1 H-S 5 Got - Job No: Name' Date. t Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title, Block Lkte6 -_-- Steel Column Lic. # : KVV 06002327 Description : grid 4.6 and 7 columns Code References Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS4x4x1l4 Allowable Strength 46.0 ksi 29,000.0 ksi ASCE 7-05 Applied Loads Column self weight included :170.531 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 14.0 ft, Xecc = 1.000 in, D =11.0, L =18.10 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. , Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega :Allowable Project Title: Engineer: Project Descr: Project ID: - c: 9 FEu 4 j M File = c:1UsersUimh1DOCUME-11ENERCA-11PSFOFF-1.EC6 ENERCALC, INC. 1983-2013, Buik1:6.13.&31, Ver.6.13.8.31 Licensee: PCS STRUCTURAL SOLUTIONS Overall Column Height 14.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 14.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling =14.0 ft, K =1.0 0.9161 :1 +D+L+H 13.906 ft 29.271 k 40.812 k 0.0 k-ft 10.765 k-ft -2.409 k-ft 10.765 k-ft 0.006813 :1 +D+L+H 0.0 ft 0.1732 k 25.423 k Service loads entered. Load Factors will be applied for calculations. Load Combination Results Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location D Only 0.349 PASS 13.91 ft +D+L+H 0.916 PASS 13.91 ft +O+Lr+H 0.349 PASS 13.91 ft +D+S+H 0.349 PASS 13.91 ft +D+0.750Lr+0.750L+H 0.774 PASS 13.91 ft +D+0.750L40.750S+H 0.774 PASS 13.91 ft +D+W+H 0.349 PASS 13.91 ft +D+0.70E+H 0.349 PASS 13.91 ft +D+0.750Lr+0.750L+0.750W+H 0.774 PASS 13.91 ft +D+0.750L+0.750S+0.750W+41 0.774 PASS 13.91 ft +D+0.750Lr+0.750L+0.5250E+H 0.774 PASS 13.91 ft +D+0.750L+0.750S+0.5250E+H 0.774 PASS 13.91 ft +0.60D+W+H 0.164 PASS 0.00 ft +0.60D+0.70E+H 0.164 PASS 0.00 ft Maximum SERVICE Load Reactions.. Top along X-X 0.1732 k Bottom along X-X 0.1732 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X -0.2349 in at for load combination :D+L 0.0ft above base 8.175ft above base Maximum Shear Ratios Stress Ratio Status Location 0.003 PASS 0.00 ft 0.007 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.002 PASS 0.00 ft 0.002 PASS 0.00 ft Title Block Line 1 You can change this area using the 'Settingsmenu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Engineer: Project Descr: Project ID: Pfinted: File =CAUserstfirnii1D6CLI' .ME-1\ENERCA-iiPSFOFF-1.EC6 ENERCAL0; INC 19812013, Buid:6:13,8.31, Ver6.13.8.31 Uc. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description grid 4.6 and 7 columns Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.065 0.065 k L Only 0.108 0.108 k D+L 0.173 0.173 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only -0.0888 in 8.174 ft 0.000 in 0.000 ft L Only -0.1461 in 8.174 ft 0.000 in 0.000 ft D+L -0.2349 in 8.174 ft 0.000 in 0.000 ft Steel Section Propetties : HSS4x4x1I4 Depth = 4.000 in I xx = 7.80 in44 J = 12.800 ing S xx -..: 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wall Thick r. 0.250 in Zx = 4.690 in"3 Area = 3.370 in"2 I yy = 7.800 104 C = 6.560 in"3 Weight = 12.181 pif S yy 3.900 in"3 k 11.171 k 18.100 k k 29.271 k Ycg r c 0 r- 0.000 in R yy 1.520 in x Et 10k Loads are total entered value, Arrows do not reflect absolute direction. Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Idle Block Une 6 Steel Column KW-06002327 Description : grid 61C.5 column Code References Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS6x6x1I4 Allowable Strength 46.0 ksi 29,000.0 ksi ASCE 7-05 Applied Loads Column self weight included : 227.836 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 12.0 ft, Xecc = 1.000 in, D = 36.10, L = 46.90, S = 0.250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn I Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Va : Applied Vn I Omega : Allowable Load Combination Results Load Combination D Only +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+W+H +D+0.70E+H +D+0.750Lr+0.750L+0,750W+H +D+0.750L+0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +0+0.750L+0.750S+0.5250E+H +0.60D+W+H +0.60D+0.70E+H Project Title: Engineer: Protect Descr: Project ID: ne :A FEr n14.?'AU File =c:lUsersUimhID000ME-11ENERCA 11PSFOFF 1 EC6 ENERCALC, INC. 1983 2013, Build613 8.31, Ver 613,8.31 Licensee: PCS STRUCTURAL SOLUTIONS Overall Column Height 12.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 12.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling =12.0 ft, K = 1.0 0.9815 :1 +D+L+H 11.919 ft 83.228 k 111.877 k 0.0 k-ft 25.709 k-ft -6.870 k-ft 25.709 k-ft 0.01412 :1 +D+L+H 0.0 ft 0.5764 k 40.826 k Service Toads entered. Load Factors will be applied for calculations. Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.428 PASS 11.92 ft 0.981 PASS 11.92 ft 0.428 PASS 11.92 ft 0.431 PASS 11.92 ft 0.843 PASS 11.92 ft 0.845 PASS 11.92 ft 0.428 PASS 11.92 ft 0.428 PASS 11.92 ft 0.843 PASS 11.92 ft 0.845 PASS 11.92 ft 0.843 PASS 11.92 ft 0.845 PASS 11.92 ft 0.195 PASS 0.00 ft 0.195 PASS 0.00 ft Maximum SERVICE Load Reactions . , Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X -0.1347 in at for load combination : D+L+S 0.5781 k 0.5781 k 0.0 k 0.0 k 0.0ft above base 7.007ft above base Maximum Shear Ratios Stress Ratio Status Location 0.006 PASS 0.00 ft 0.014 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.012 PASS 0.00 ft 0.012 PASS 0.00 ft 0.006 PASS 0.00 ft 0.006 PASS 0.00 ft 0.012 PASS 0.00 ft 0.012 PASS 0.00 ft 0.012 PASS 0.00 ft 0.012 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Column Lic. 9 : KW-06002327 Description : grid 6/C.5 column Maximum Reactions - Unfactored Load Combination D Onty L Only S Only D+L D+S D+L+S Maximum Deflections for Load Co Load Combination D Only L Only SOny D+L D+S D+L+S X-X Axis Reaction @ Base @ Top 0.251 0.251 k 0.326 0.326 k 0.002 0.002 k 0.576 0.576 k 0.252 0.252 k 0.578 0.578 k mbinations • Unfactored Loads Max. X-X Deflection Distance -0.0584 in -0.0759 in -0.0004 -0.1343 -0.0588 -0.1347 in in in in Steel Section Properties : HSS6x6x114 Depth = 6.000 in I xx S xx Width = 6.000 in R xx Wall Thick = 0.250 in Zx Area - 5.240 in"2 I yy Weight - 18.986 plf S yy R yy Ycg 0.000 in 7.007 7.007 7.007 7.007 7.007 7.007 ft ft ft ft ft ft Project Title: Engineer: Project Descr: Y-Y Axis Reaction @ Base @ Top Project ID: r .; File = e'1U89t61lknhIDOCUME-.IIENERCk-11P$FOFF-1.EC8 ENERCALC, INC.1983.2013, Btx1 8.13.8:31, Ver.6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Note. Only non -zero reactions are listed. Axial Reaction @ Base k__.v.. 36.328 k k 46.900 k k 0.250 k k 83.228 k k 36.578 k k 83.478 k Max. Y-Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 28.60 kt"4 9.54 103 2.340 in 11.200 in"3 28.600 in"4 9.540 in"3 2.340 in J C 8325CM 45.600 in^4 15.400 inA3 Loads are total entered value, Arrows do not reflect absolute direction. 131 PCS Project: Job No: Subject Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date' Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma i 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tat: 253.383.2797 pcs Project: P Subject: Sheet Structural S011ltzonS Originating Office: ❑ Seattle ❑ Tacoma ( G4 b..i L stoU Mrsc,, Job No• Name. Date. (4o2-t 4-t(- 14- o (2..) sv) \ir.. ,t tSza 1.) !oo pse Zoo Pc.E- rNSp Gi`4 o*J S i hAt. t, S. 6 2k 2� (�.. o euta_ STD a fb( Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 ( Z► 17 www.pcs-structural.com Job No Sheet No Rev p. Software licensed to PCS 1 Part Job Title Ref By Date08-Apr-14 Chd Client File back stair.std Datelrime 08-Apr-2014 07:10 2 Y z--x .nad 1 RSZ r Print Time/Date: 11/04/2014 07:16 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of 1 Friday, April 11, 2014, 07:16 AM ........._._.. PAGE NO. * * * STAAD.Pro V8i SELECTseries3 * Version 20.07.08.20 * * Proprietary Program of * Bentley Systems, Inc. * Date= APR 8, 2014 * * Time= 7:11: 0 * * * * USER ID: PCS **************************************************** 1. STAAD SPACE INPUT FILE: back stair.STD 2. START JOB INFORMATION 3. ENGINEER DATE 08-APR-14 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 10 6 0; 3 13.5 6 0; 4 24 12 0 9. MEMBER INCIDENCES 10. 1 1 2; 2 2 3; 3 3 4 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.7.76E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 1 TO 3 TABLE ST HSST12X2X0.313 23. CONSTANTS 24. MATERIAL STEEL ALL 25. SUPPORTS 26. 1 4 FIXED BUT MY MZ 27. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 28. SELFWEIGHT Y -1 LIST ALL 29. MEMBER LOAD 30. 1 TO 3 UNI GY -0.05 31. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 32. MEMBER LOAD 33. 1 TO 3 UNI GY -0.2 34. LOAD COMB 3 COMBINATION LOAD CASE 3 35. 1 1.0 2 1.0 36. PERFORM ANALYSIS 1 G:\2014 Jobs\14021 PSFMech Office\Ca1cs\staad\back stair.anl Page 1 of 8 STAAD SPACE Friday, April 11, 2014, 07:16 AM -- PAGE NO. ............._...._.__... 2 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 3/ 2 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE = 37. PRINT ANALYSIS RESULTS 1/ 1/ 12 DOF 2, TOTAL DEGREES OF FREEDOM = 16 1 DOUBLE KILO -WORDS 12.0/1008632.8 MB &S4-- G:120I4 Jobs114021 PSFMech Office\Calcslstaadlhack stair.anl Page 2 of 8 Friday, April 11, 2014, 07:16 AM STAAD SPACE -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00252 2 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00665 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00917 2 1 0.13197 -0.22141 0.00000 0.00000 0.00000 -0.00067 2 0.34833 -0.58438 0.00000 0.00000 0.00000 -0.00178 3 0.48030 -0.80579 0.00000 0.00000 0.00000 -0.00245 3 1 0.13182 -0.22991 0.00000 0.00000 0.00000 0.00032 2 0.34793 -0.60683 0.00000 0.00000 0.00000 0.00084 3 0.47976 -0.83674 0.00000 0.00000 0.00000 0.00116 4 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00268 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00709 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00977 G:\2014 Jobs\14021 PSF Mech Office\Calcs\staad\back stair.anl Page 3 of 8 STAAD SPACE Friday, April 11, 2014, 07:16 AM -- PAGE NO. 4 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 0.78 1.43 0.00 0.00 0.00 0.00 2 2.06 3.76 0.00 0.00 0.00 0.00 3 2.84 5.19 0.00 0.00 0.00 0.00 4 1 -0.78 0.64 0.00 0.00 0.00 0.00 2 -2.06 1.69 0.00 0.00 0.00 0.00 3 -2.84 2.33 0.00 0.00 0.00 0.00 G:t2014 Jobs11402I PSFMech Office\Calca\staad\back stair.arl fsie Page 4 of 8 STAAD SPACE Friday, April 11, 2014, 07:16 AM -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE : SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 1.40 0.82 0.00 0.00 0.00 0.00 2 -0.95 -0.06 0.00 0.00 0.00 5.16 2 1 3.70 2.17 0.00 0.00 0.00 0.00 2 -2.50 -0.17 0.00 0.00 0.00 13.61 3 1 5.10 2.99 0.00 0.00 0.00 0.00 2 -3.45 -0.23 0.00 0.00 0.00 18.76 2 1 2 0.78 0.54 0.00 0.00 0.00 -5.16 3 -0.78 -0.28 0.00 0.00 0.00 6.59 2 2 2.06 1.43 0.00 0.00 0.00 -13.61 3 -2.06 -0.73 0.00 0.00 0.00 17.39 3 2 2.84 1.97 0.00 0.00 0.00 -18.76 3 -2.84 -1.01 0.00 0,00 0.00 23.98 3 1 3 0.81 -0.15 0.00 0.00 0.00 -6.59 4 -0.36 0.94 0.00 0.00 0.00 0.00 2 3 2.15 -0.39 0.00 0.00 0.00 -17.39 4 -0.95 2.49 0.00 0.00 0.00 0.00 3 3 2.97 -0.53 0.00 0.00 0.00 -23.98 4 -1.31 3.43 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 38. PARAMETER 1 39. CODE AISC 40. FYLD 6624 ALL 41. CHECK CODE ALL G:\2014 Jobst14021 PSF Mech Office\Calcs\staad\back stair.anl Page 5 of 6 STAAD SPACE Friday, April 11, 2014, 07:16 AM -- PAGE NO. 6 STAAD.Pro CODE CHECKING - (AISC 9TH EDITION) v1.0 *********************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ EX MY MZ LOADING/ LOCATION ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 1 ST HSST12X2X0.313 (AISC SECTIONS) PASS AISC- H1-3 0.559 3 3.45 C 0.00 -18.76 11.66 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 2 ST HSST12X2X0.313 (AISC SECTIONS) PASS AISC- H1-3 0.618 3 2.84 C 0.00 -23.98 3.50 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 3 ST HSST12X2X0.313 (AISC SECTIONS) PASS AISC- H1-3 0.683 3 2.97 C 0.00 -23.98 0.00 42. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= APR 8,2014 TIME= 7:11: 0 **** G:12014 Jobs114021 PSF Mech Office\Calcs1staadlback stair.anl Page 6 of 8 a PCS Project: Job No Subject: Sheet Name• Structural Solutions Originating Office: D Seattle ❑ Tacoma Date Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 41 PCS Project: ` Subject: Sheet Structural Solutions Originating Office: ,Seattle 5 0 ❑ Tacoma r's$ Job No. Name. Date• felt ( twat 3/4 ci.t m ere 20 2, 25- 4, 5 4 to t p= 2 ,S p i 5 Pc. �'p = (2, (1-5 4- 3 o 3 t' �� - 4 4, c e = (2150 )2-70# two: 2 0 6-) C25 e + 30) 4-614,0.= t 3046* e 3+-2-0* ' rkk- Fo -4i Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • lei: 253.383.2797 www.pcs-structural.com Software licensed to PCS Job No Sheet No 1 Rev Part Job Title Ref Ely Ddfe08-Apr-14 Chd Client He main stair brace.std Daterrlme 08-Apr-2014 09:57 INAVa- Y Z`X Print ?ime/Dale: 08/04/2014 10:0Ci STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of t Job No Sheet No Rev IMO Software licensed to PCS 1 Part a Job Title Ref By Date08-Apr-14 Chd Client File main stair brace.std Datemme 08-Apr-2014 09:57 0 A Loa PASS Print Tirne/Date: 08/04/2014 09:58 STAAD.Pro V81(SELECTseries 3) 20.07.08.20 Print Run 1 of 1 Job No Sheet No Rev r Software licensed to PCS 1 Part Job Title Ref By 0ate08-Apr-14 Chd Client File main stair brace.std Date/rwne 08-Apr-2014 09:57 17 12 dt_,.__,.. __.. 26 16 • 6 6 23 26 5 7 Load 4 j15 M44 Print Time/Date: 08/04/2014 09:58 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of 1 Friday, April 11, 2014, 07:15 AM PAGE NO. **************************************************** * * STAAD.Pro V8i SELECTseries3 * Version 20.07.08.20 * Proprietary Program of * Bentley Systems, Inc. * Date= APR 8, 2014 * Time= 9:57: 6 * * * USER ID: PCS **************************************************** 1 1. STAAD SPACE INPUT FILE: main stair brace.STD 2. START JOB INFORMATION 3. ENGINEER DATE 08-APR-14 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 5 -6 2.25; 2 15 -6 2.25; 3 0 0 0; 4 4 0 0; 5 10 0 0; 6 16 0 0; 7 20 0 0 9. 8 0 0 4.5; 9 4 0 4.5; 10 10 0 4.5; 11 16 0 4.5; 12 20 0 4.5; 13 4 0 0.5 10. 14 4 0 4; 15 16 0 0.5; 16 16 0 4; 17 5 0 0; 18 15 0 0; 19 10 0 2.25 11. MEMBER INCIDENCES 12. 1 3 4; 2 4 17; 3 5 18; 4 6 7; 5 8 9; 6 9 10; 7 10 11; 8 11 12; 9 3 8; 10 7 12 13. 11 4 13; 12 13 14; 13 14 9; 14 6 15; 15 15 16; 16 16 11; 17 1 13; 18 1 14 14. 19 2 15; 20 2 16; 21 17 5; 22 18 6; 23 5 19; 24 19 10; 25 1 19; 26 2 19 15. DEFINE MATERIAL START 16. ISOTROPIC STEEL 17. E 4.176E+006 18. POISSON 0.3 19. DENSITY 0.489024 20. ALPHA 6E-006 21. DAMP 0.03 22. TYPE STEEL 23. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 24. END DEFINE MATERIAL 25. MEMBER PROPERTY AMERICAN 26. 1 TO 10 21 22 TABLE ST HSST6X4X0.375 27. 11 TO 16 23 24 TABLE ST HSST6X6X0.375 28. 17 TO 20 25 26 TABLE ST PIPS30 29. CONSTANTS 30. MATERIAL STEEL ALL 31. SUPPORTS 32. 1 2 PINNED 33. 3 7 17 18 FIXED BUT FX FY MX MY MZ 34. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 35. SELFWEIGHT Y -1 36. JOINT LOAD 37. 3 7 17 18 FY -0.46 38. MEMBER LOAD 39. 1 TO 8 21 22 UNI GY -0.125 40. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 G:\2014 Jobs114021 PSF Mech Office\C.alcs\staad\main stair brace.anl OASC Page 1 of 18 Friday, April 11, 2014, 07:15 AM STAAD SPACE 41. JOINT LOAD 42. 3 7 17 18 FY -1.25 43. MEMBER LOAD 44. 1 TO 8 21 22 UNI GY -0.25 45. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 46. JOINT LOAD 47. 3 FX 1.95 48. 8 FX 1.47 49. LOAD COMB 4 COMBINATION LOAD CASE 4 50. 1 1.0 2 1.0 51. LOAD COMB 5 COMBINATION LOAD CASE 5 52. 1 1.14 2 0.5 3 1.0 53. LOAD COMB 6 COMBINATION LOAD CASE 6 54. 1 0.46 3 1.0 55. PERFORM ANALYSIS PROBLEM STATISTICS -- PAGE NO. NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 19/ 26/ 6 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE _ 56. PRINT ANALYSIS RESULTS 18/ 4/ 29 DOF 3, TOTAL DEGREES OF FREEDOM = 104 4 DOUBLE KILO -WORDS 12.1/1008397.8 MB G:12014 Jobs11402I PSF Mech OfficelCalcs\staad\main stair brace.anl 2 MSC. Page 2 of 18 STAAD SPACE Friday, April 11, 2014, 07:15 AM -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00002 -0.00001 -0.00015 2 0.00000 0.00000 0.00000 0.00005 -0.00004 -0.00028 3 0.00000 0.00000 0.00000 0.00000 -0.00001 -0.00021 4 0.00000 0.00000 0.00000 0.00006 -0.00005 -0.00043 5 0.00000 0.00000 0.00000 0.00004 -0.00005 -0.00052 6 0.00000 0.00000 0.00000 0.00001 -0.00002 -0.00028 2 1 0.00000 0.00000 0.00000 0.00002 0.00001 0.00015 2 0.00000 0.00000 0.00000 0.00005 0.00004 0.00028 3 0.00000 0.00000 0.00000 0.00000 -0.00001 -0.00020 4 0.00000 0.00000 0.00000 0.00006 0.00005 0.00043 5 0.00000 0.00000 0.00000 0.00004 0.00002 0.00011 6 0.00000 0.00000 0.00000 0.00001 -0.00001 -0.00013 3 1 -0.00017 -0.05840 0.00000 -0.00035 0.00002 0.00129 2-0.00035 -0.12451 0.00000 -0.00094 0.00006 0.00275 3 0.01564 0.00531 0.00000 0.00002 -0.00004 -0.00005 4-0.00053 -0.18291 0.00000 -0.00129 0.00008 0.00404 5 0.01526 -0.12352 0.00000 -0.00085 0.00002 0.00279 6 0.01556 -0.02155 0.00000 -0.00014 -0.00002 0.00054 4 1-0.00017-0.00573 -0.00081 -0.00027 -0.00004 0.00053 2-0.00034-0.01221 -0.00206 -0.00060 -0.00010 0.00113 3 0.01512 0.00278 0.00058 0.00001 0.00000 -0.00005 4-0.00051-0.01794 -0.00287 -0.00087 -0.00014 0.00166 5 0.01476-0.00986 -0.00137 -0.00059 -0.00009 0.00111 6 0.01505 0.00014 0.00021 -0.00011 -0.00001 0.00019 5 1 0.00000 -0.00259 0.00039 -0.00010 0.00000 0.00000 2 0.00000 -0.00328 0.00118 -0.00016 0.00000 0.00000 3 0.01438 0.00001 0.00002 0.00000 -0.00028 -0.00003 4 0.00000 -0.00587 0.00158 -0.00027 0.00000 0.00000 5 0.01438 -0.00459 0.00106 -0.00020 -0.00028 -0.00003 6 0.01438 -0.00118 0.00020 -0.00005 -0.00028 -0.00003 6 1 0.00017 -0.00573 -0.00081 -0.00027 0.00004 -0.00053 2 0.00034 -0.01221 -0.00206 -0.00060 0.00010 -0.00113 3 0.01435 -0.00265 -0.00059 -0.00001 0.00001 -0.00005 4 0.00051 -0.01794 -0.00287 -0.00087 0.00014 -0.00166 5 0.01471 -0.01528 -0.00254 -0.00062 0.00010 -0.00122 6 0.01442 -0.00528 -0.00096 -0.00014 0.00003 -0.00029 7 1 0.00017 -0.05840 0.00000 -0.00035 -0.00002 -0.00129 2 0.00035 -0.12451 0.00000 -0.00094 -0.00006 -0.00275 3 0.01434 -0.00504 0.00000 -0.00002 -0.00003 -0.00005 4 0.00053 -0.18291 0.00000 -0.00129 -0.00008 -0.00404 5 0.01471 -0.13387 0.00000 -0.00088 -0.00009 -0.00289 6 0.01442 -0.03190 0.00000 -0.00018 -0.00004 -0.00064 8 1 -0.00011 -0.03996 0.00000 -0.00030 0.00000 0.00096 2-0.00018 -0.07447 -0.00001 -0.00080 0.00001 0.00184 3 0.01342 0.00436 -0.00001 0.00002 -0.00002 -0.00005 4-0.00029 -0.11443 -0.00001 -0.00110 0.00001 0.00280 5 0.01321-0.07843 -0.00002 -0.00072 -0.00001 0.00196 6 0.01337-0.01402 -0.00001 -0.00012 -0.00002 0.00039 G:\2014 Jobs114021. PSF Mech Office\Calcslstaadlmain stair brace.anl Page 3 of 18 Friday, April .11, 2014, 07:15 AM STAAD SPACE -- PAGE NO. 4 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 9 1 -0.00011 -0.00251 -0.00073 0.00009 0.00003 0.00040 2-0.00019 -0.00352 -0.00194 0.00011 0.00005 0.00077 3 0.01302 0.00198 0.00061 0.00001 -0.00005 -0.00005 4-0.00030 -0.00604 -0.00267 0.00020 0.00008 0.00116 5 0.01280 -0.00264 -0.00119 0.00017 0.00000 0.00079 6 0.01297 0.00083 0.00028 0.00005 -0.00004 0.00013 10 1 0.00000 -0.00177 0.00038 0.00006 0.00000 0.00000 2 0.00000 -0.00111 0.00115 0.00005 0.00000 0.00000 3 0.01240 -0.00001 0.00002 0.00000 0.00024 -0.00002 4 0.00000 -0.00288 0.00153 0.00011 0.00000 0.00000 5 0.01240 -0.00258 0.00103 0.00010 0.00024 -0.00002 6 0.01240 -0.00082 0.00019 0.00003 0.00024 -0.00002 11 1 0.00011 -0.00251 -0.00073 0.00009 -0.00003 -0.00040 2 0.00019 -0.00352 -0.00194 0.00011 -0.00005 -0.00077 3 0.01243-0.00189-0.00062 -0.00001 -0.00005 -0.00005 4 0.00030 -0.00604 -0.00267 0.00020 -0.00008 -0.00116 5 0.01265 -0.00651 -0.00242 0.00015 -0.00011 -0.00088 6 0.01248 -0.00304 -0.00095 0.00003 -0.00006 -0.00023 12 1 0.00011 -0.03996 0.00000 -0.00030 0.00000 -0.00096 2 0.00018-0.07447-0.00001 -0.00080 -0.00001 -0.00184 3 0.01243 -0.00412 0.00001 -0.00002 -0.00002 -0.00005 4 0.00029-0.11443-0.00001 -0.00110 -0.00001 -0.00280 5 0.01264 -0.08691 0.00001 -0.00075 -0.00002 -0.00206 6 0.01248 -0.02250 0.00001 -0.00015 -0.00002 -0.00049 13 1-0.00046-0.00389 -0.00081 -0.00023 -0.00003 0.00050 2-0.00098-0.00816 -0.00208 -0.00052 -0.00008 0.00106 3 0.01510 0.00269 0.00059 0.00002 -0.00001 -0.00006 4-0.00144-0.01205 -0.00290 -0.00076 -0.00011 0.00156 5 0.01408-0.00583 -0.00138 -0.00051 -0.00009 0.00104 6 0.01489 0.00090 0.00021 -0.00009 -0.00003 0.00017 14 1 -0.00031 -0.00179 -0.00073 0.00008 0.00003 0.00040 2-0.00059 -0.00248 -0.00195 0.00011 0.00006 0.00079 3 0.01336 0.00206 0.00061 0.00001 -0.00005 -0.00005 4-0.00090 -0.00427 -0.00268 0.00019 0.00008 0.00118 5 0.01270 -0.00121 -0.00119 0.00016 0.00001 0.00079 6 0.01321 0.00124 0.00027 0.00005 -0.00004 0.00013 15 1 0.00046 -0.00389 -0.00081 -0.00023 0.00003 -0.00050 2 0.00098 -0.00816 -0.00208 -0.00052 0.00008 -0.00106 3 0.01433-0.00256-0.00059 -0.00001 -0.00001 -0.00006 4 0.00144 -0.01205 -0.00290 -0.00076 0.00011 -0.00156 5 0.01534 -0.01107 -0.00256 -0.00054 0.00007 -0.00116 6 0.01454 -0.00435 -0.00096 -0.00012 0.00001 -0.00029 16 1 0.00031 -0.00179 -0.00073 0.00008 -0.00003 -0.00040 2 0.00059 -0.00248 -0.00195 0.00011 -0.00006 -0.00079 3 0.01274-0.00196-0.00061 -0.00001 -0.00005 -0.00005 4 0.00090 -0.00427 -0.00268 0.00019 -0.00008 -0.00118 5 0.01340 -0.00524 -0.00242 0.00014 -0.00011 -0.00090 6 0.01289 -0.00278 -0.00095 0.00002 -0.00006 -0.00023 MS5 G:\2014 Jobs\1402.1 PSF Mech Office1Ca1cs\staad\main stair brace.anl Page 4 of 18 STAAD SPACE -- PAGE NO. JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 17 1 -0.00014 -0.00185 0.00000 -0.00024 -0.00005 0.00020 2-0.00028 -0.00375 0.00000 -0.00053 -0.00014 0.00047 3 0.01500 0.00217 0.00000 0.00001 0.00007 -0.00005 4-0.00042 -0.00560 0.00000-0.00077-0.00019 0.00067 5 0.01470 -0.00182 0.00000 -0.00053 -0.00006 0.00042 6 0.01493 0.00131 0.00000 -0.00010 0.00005 0.00005 18 1 C.00014 -0.00185 0.00000 -0.00024 0.00005 -0.00020 2 0.00028 -0.00375 0.00000 -0.00053 0.00014 -0.00047 3 0.01435 -0.00207 0.00000 -0.00001 0.00007 -0.00005 4 0.00042 -0.00560 0.00000 -0.00077 0.00019-0.00067 5 0.01465 -0.00606 0.00000 -0.00055 0.00020 -0.00051 6 0.01442 -0.00292 0.00000 -0.00012 0.00010 -0.00014 19 1 0.00000 -0.00068 0.00039 -0.00001 0.00000 0.00000 2 0.00000 -0.00043 0.00117 -0.00003 0.00000 0.00000 3 0.00643 0.00000 0.00002 0.00000 -0.00004 -0.00002 4 0.00000 -0.00110 0.00155 -0.00005 0.00000 0.00000 5 0.00643 -0.00099 0.00104 -0.00003 -0.00004 -0.00002 6 0.00643 -0.00031 0.00020 -0.00001 -0.00004 -0.00002 Friday, April 11, 2014, 07:15 AM 5 0.4 G:12014 Jobs\14021 PSF Mech Office\Ca1cs\staad\main stair brace.ani Page 5 of I8 Friday, April 11, 2014, 07:15 AM STAAD SPACE -- PAGE NO. SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 -0.48 4.25 -0.34 0.00 0.00 0.00 2 -1.18 7.50 -0.94 0.00 0.00 0.00 3 -1.71 -2.05 0.00 0.00 0.00 0.00 4 -1.65 11.75E- -1.28 0.00 0.00 0.00 5 -2.84 6.55 -0.86 0.00 0.00 0.00 6 -1.93 -0.10 -0.16 0.00 0.00 0.00 2 1 0.48 4.25 -0.34 0.00 0.00 0.00 2 1.18 7.50 -0.94 0.00 0.00 0.00 3 -1.71 2.05 0.00 0.00 0.00 0.00 4 1.65 11.75 -1.28 0.00 0.00 0.00 5 -0.58 10.65 -0.86 0.00 0.00 0.00 6 -1.49 4.01 -0.16 0.00 0.00 0.00 3 1 0.00 0.00 0.06 0.00 0.00 0.00 2 0.00 0.00 0.15 0.00 0.00 0.00 3 0.00 0.00 0.05 0.00 0.00 0.00 4 0.00 0.00 0.21 0.00 0.00 0.00 5 0.00 0.00 0.19 0.00 0.00 0.00 6 0.00 0.00 0.08 0.00 0.00 0.00 7 1 0.00 0.00 0.06 0.00 0.00 0.00 2 0.00 0.00 0.15 0.00 0.00 0.00 3 0.00 0.00 -0.04 0.00 0.00 0.00 4 0.00 0.00 0.21 0.00 0.00 0.00 5 0.00 0.00 0.10 0.00 0.00 0.00 6 0.00 0.00 -0.02 0.00 0.00 0.00 17 1 0.00 0.00 0.29 0.00 0.00 0.00 2 0.00 0.00 0.79 0.00 0.00 0.00 3 0.00 0.00 0.01 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-0.24 0.03 -0.19 G:12014 Jobs114021 PSF Mech Office\Calcs\staad\main stair brace.anl Page 8 of 18 Friday, April 11, 2014, 07:15 AM STAAD SPACE MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) -- PAGE NO. 9 MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 2 11 0.05 1.18 -0.02 0.58 0.01 3.22 12 -0.05 -0.18 0.02 -0.58 0.08 -0.51 3 11 -0.02 0.00 0.04 0.00 -0.11 0.00 12 0.02 0.00 -0.04 0.00 -0.05 0.00 4 11 0.07 1.87 -0.03 0.82 0.00 5.02 12 -0.07 -0.29 0.03 -0.82 0.10 -0.70 5 11 0.03 1.38 0.03 0.57 -0.12 3.67 12 -0.03 -0.22 -0.03 -0.57 0.01 -0.47 6 11 -0.01 0.32 0.04 0.11 -0.11 0.84 12 0.01 -0.05 -0.04 -0.11 -0.04 -0.09 9 1 3 0.00 -0.02 -0.02 0.19 0.06 -0.05 8 0.00 0.11 0.02 -0.19 0.03 -0.24 2 3 0.02 -0.18 -0.05 0.51 0.14 -0.22 8 -0.02 0.18 0.05 -0.51 0.08 -0.58 3 3 0.05 0.00 -0.02 0.00 0.04 0.00 8 -0.05 0.00 0.02 0.00 0.07 0.00 4 3 0.03 -0.20 -0.07 0.70 0.20 -0.27 8 -0.03 0.29 0.07 -0.70 0.10 -0.82 5 3 0.06 -0.11 -0.07 0.47 0.18 -0.16 8 -0.06 0.22 0.07 -0.47 0.13 -0.57 6 3 0.05 -0.01 -0.03 0.09 0.07 -0.02 8 -0.05 0.05 0.03 -0.09 0.08 -0.11 10 1 7 0.00 -0.02 0.02 -0.19 -0.06 -0.05 12 0.00 0.11 -0.02 0.19 -0.03 -0.24 2 7 0.02 -0.18 0.05 -0.51 -0.14 -0.22 12 -0.02 0.18 -0.05 0.51 -0.08 -0.58 3 7 -0.04 0.00 -0.02 0.00 0.03 0.00 12 0.04 0.00 0.02 0.00 0.05 0.00 4 7 0.03 -0.20 0.07 -0.70 -0.20 -0.27 12 -0.03 0.29 -0.07 0.70 -0.10 -0.82 5 7 -0.03 -0.11 0.03 -0.47 -0.10 -0.17 12 0.03 0.22 -0.03 0.47 -0.01 -0.57 6 7 -0.04 -0.01 -0.01 -0.09 0.01 -0.02 12 0.04 0.05 0.01 0.09 0.04 -0.11 11 1 4 0.31 -2.29 -0.40 0.28 -0.01 -0.02 13 -0.31 2.30 0.40 -0.28 0.21 -1.13 2 4 0.85 -4.78 -0.80 0.69 -0.11 0.03 13 -0.85 4.78 0.80 -0.69 0.51 -2.42 3 4 -0.12 0.00 -0.07 0.04 0.25 0.00 13 0.12 0.00 0.07 -0.04 -0.22 0.00 4 4 1.17 -7,07 -1,20 0.97 -0.11 0.01 13 -1.17 7.08 1.20 -0.97 0.72 -3.55 5 4 0.66 -5.00 -0.93 0.71 0.19 0.00 13 -0.66 5.01 0.93 -0.71 0.28 -2.50 G:,20I4 Jobs114021 PSF Mech Office1Calcs1staad\main stair brace.anl St3 Page 9 of 18 Friday, April 1I, 2014, 07:15 AM STAAD SPACE MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) -- PAGE NO. 10 MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 6 4 0.02 -1.05 -0.26 0.17 0.25 -0.01 13 -0.02 1.06 0.26 -0.17 -0.12 -0.52 12 1 13 -0.44 0.22 0.05 0.14 -0.23 1.05 14 0.44 -0.13 -0.05 -0.14 0.06 -0.44 2 13 -0.72 0.47 0.13 0.39 -0.54 2.26 14 0.72 -0.47 -0.13 -0.39 0.07 -0.61 3 13 -0.13 0.00 -0.06 -0.01 0.21 0.00 14 0.13 0.00 0.06 0.01 0.01 0.01 4 13 -1.16 0.69 0.18 0.54 -0.77 3.31 14 1.16 -0.60 -0.18 -0.54 0.13 -1.06 5 13 -0.99 0.49 0.06 0.35 -0.32 2.33 14 0.99 -0.38 -0.06 -0.35 0.11 -0.80 6 13 -0.33 0.10 -0.04 0.06 0.10 0.48 14 0.33 -0.06 0.04 -0.06 0.03 -0.20 13 1 14 -0.03 1.49 0.30 0.04 -0.05 0.48 9 0.03 -1.48 -0.30 -0,04 -0.10 0.26 2 14 -0.09 2.57 0.52 0.18 -0.05 0.68 9 0.09 -2.57 -0.52 -0.18 -0.21 0.61 3 14 -0.13 -0.01 -0.05 -0.05 0.01 -0.01 9 0.13 0.01 0.05 0.05 0.02 0.00 4 14 -0.12 4.06 0.82 0.22 -0.09 1.16 9 0.12 -4.04 -0.82 -0.22 -0.32 0.86 5 14 -0.21 2.97 0.55 0.08 -0.07 0.88 9 0.21 -2.96 -0.55 -0.08 -0.21 0.60 6 14 -0.14 0.67 0.08 -0.04 -0.01 0.21 9 0.14 -0.67 -0.08 0.04 -0.03 0.12 14 1 6 0.31 -2.29 0.40 -0.28 0.01 -0.02 15 -0.31 2.30 -0.40 0.28 -0.21 -1.13 2 6 0.85 -4.78 0.80 -0.69 0.11 0.03 15 -0.85 4.78 -0,80 0.69 -0.51 -2.42 3 6 0.12 0.00 -0,07 0.04 0.24 0.00 15 -0.12 0.00 0.07 -0.04 -0.20 0.00 4 6 1.17 -7.07 1.20 -0.97 0.11 0.01 15 -1.17 7.08 -1.20 0.97 -0.72 -3.55 5 6 0.90 -5.01 0.79 -0.63 0.30 -0.01 15 -0.90 5.02 -0.79 0.63 -0.70 -2.49 6 6 0.26 -1.06 0.12 -0.09 0.24 -0.01 15 -0.26 1.06 -0.12 0.09 -0.30 -0.52 15 1 15 -0.44 0.22 -0.05 -0.14 0.23 1.05 16 0.44 -0.13 0.05 0.14 -0.06 -0.44 2 15 -0.72 0.47 -0.13 -0.39 0.54 2.26 16 0.72 -0.47 0.13 0.39 -0.07 -0.61 3 15 0.12 0.00 -0.05 -0.01 0.19 0.00 16 -0.12 0.00 0.05 0.01 0.00 -0.01 MSi¢ G:12014 Jobs114021 PSF Mech Office\Caicslstaad{main stair brace.anl Page 10 of 18 Friday, April 11, 2014, 07:15 AM STAAD SPACE -- PAGE NO. 11 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 4 15 -1.16 0.69 -0.18 -0.54 0.77 3.31 16 1.16 -0.60 0.18 0.54 -0.13 -1.06 5 15 -0.74 0.48 -0.18 -0.37 0.72 2.32 16 0.74 -0.38 0.18 0.37 -0.10 -0.82 6 15 -0.08 0.10 -0.08 -0.07 0.30 0.48 16 0.08 -0.06 0.08 0.07 -0.03 -0.21 16 1 16 -0.03 1.49 -0.30 -0.04 0.05 0.48 11 0.03 -1.48 0.30 0.04 0.10 0.26 2 16 -0.09 2.57 -0.52 -0.18 0.05 0.68 11 0.09 -2.57 0.52 0.18 0.21 0.61 3 16 0.12 0.01 -0.05 -0.05 0.02 0.01 11 -0.12 -0.01 0.05 0.05 0.01 0.00 4 16 -0.12 4.06 -0.82 -0.22 0.09 1.16 11 0.12 -4.04 0.82 0.22 0.32 0.86 5 16 0.05 2.99 -0.65 -0.18 0.09 0.90 11 -0.05 -2.98 0.65 0.18 0.23 0.59 6 16 0.11 0.70 -0.18 -0.07 0.04 0.23 11 -0.11 -0.69 0.18 0.07 0.05 0.11 17 1 1 2.71 -0.02 -0.01 0.01 0.01 -0.03 13 -2.67 0.03 0.01 -0.01 0.08 -0.14 2 1 5.56 -0.06 -0.03 0.02 0.03 -0.08 13 -5.56 0.06 0.03 -0.02 0.18 -0.29 3 1 0.00 -0.01 -0.01 0,00 0.02 -0.01 13 0.00 0.01 0.01 0.00 0.04 -0.03 4 1 8.27 -0.08 -0.05 0.03 0.04 -0.10 13 -8.23 0.09 0.05 -0.03 0.26 -0.42 5 1 5.88 -0.06 -0.04 0,03 0.04 -0.08 13 -5.83 0.07 0.04 -0.03 0.23 -0.33 6 1 1.25 -0.01 -0.02 0.01 0.02 -0.03 13 -1.23 0.02 0.02 -0.01 0.08 -0.09 18 1 1 1.49 -0.01 0.01 -0.01 0.00 -0.02 14 -1.44 0.02 -0.01 0.01 -0.07 -0.09 2 1 2.22 -0.03 0.03 -0.03 -0.01 -0.05 14 -2.22 0.03 -0.03 0.03 -0.15 -0.16 3 1 -0.01 0.00 0.01 0.00 -0.02 -0.01 14 0.01 0.00 -0.01 0.00 -0.04 -0.02 4 1 3,71 -0.04 0.04 -0.04 0.00 -0.07 14 -3.67 0.06 -0.04 0.04 -0.23 -0.25 5 1 2.79 -0.03 0.04 -0.03 -0.02 -0.05 14 -2.75 0.05 -0.04 0.03 -0.20 -0.21 6 1 0.67 -0.01 0.01 -0.01 -0.02 -0.01 14 -0,65 0.02 -0.01 0.01 -0.08 -0.06 19 1 2 2.71 -0.02 0.01 -0.01 -0.01 -0.03 15 -2.67 0.03 -0.01 0.01 -0.08 -0.14 G:\2014 Jobs\14021 PSF Mech Office\Ca1cs\staad\main stair bra c:e. an1 Page 11 of 18 Friday, April 11, 2014, 07:15 i1M STRAD SPACE -- PAGE NO. 12 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 2 2 5.56 -0.06 0.03 -0.02 -0.03 -0.08 15 -5.56 0.06 -0.03 0.02 -0.18 -0.29 3 2 0.00 0.01 -0.01 0.00 0.02 0.01 15 0.00 0.01 0.01 0.00 0.04 0.02 4 2 8.27 0.08 0.05 -0.03 -0.04 -0.10 15 -8.23 0.09 -0.05 0.03 -0.26 -0.42 5 2 5.87 -0.04 0.02 -0.02 0.00 -0.05 15 -5.82 0.06 -0.02 0.02 -0.14 -0.28 6 2 1.25 0.00 0.00 0.00 0.02 0.00 15 -1.23 0.01 0.00 0.00 0.00 -0.04 20 1 2 1.49 -0.01 -0.01 0.01 0.00 -0.02 16 -1.44 0.02 0.01 -0.01 0.07 -0.09 2 2 2.22 -0.03 -0.03 0.03 0.01 -0.05 16 -2.22 0.03 0.03 -0.03 0.15 -0.16 3 2 0.01 0.00 0.01 0.00 -0.02 0.01 16 -0.01 0.00 -0.01 0.00 -0.04 0.02 4 2 3.71 0.04 -0.04 0.04 0.00 -0.07 16 -3.67 0.06 0.04 -0,04 0.23 -0.25 5 2 2.82 -0.02 -0.02 0.03 -0.02 -0,04 16 -2.77 0.04 0.02 -0.03 0.12 -0.16 6 2 0.70 0.00 0.00 0.01 -0.02 0.00 16 -0.68 0.01 0.00 -0.01 -0.01 -0.02 21 1 17 -0.42 0.66 0.03 -0.07 -0.10 1.27 5 0.42 0.07 -0.03 0.07 -0.04 0.20 2 17 -0.85 1.21 0.07 -0.18 -0.24 2.51 5 0.85 0.04 -0.07 0.18 -0.08 0.40 3 17 1.85 0.00 0.14 0.01 -0.14 -0.03 5 -1.85 0.00 -0.14 -0,01 -0.57 0.01 4 17 -1.27 1.87 0.09 -0.25 -0.34 3.78 5 1.27 0.11 -0.09 0.25 -0.12 0.60 5 17 0.95 1.35 0.20 -0.17 -0.37 2.67 5 -0.95 0.11 -0.20 0.17 -0.65 0.44 6 17 1.66 0.30 0.15 -0.03 -0.18 0.55 5 -1.66 0.04 -0.15 0.03 -0.58 0.11 22 1 18 -0.42 -1.12 0.26 0.07 -0.10 1.27 6 0.42 1.27 -0.26 -0.07 -0.16 -2.46 2 18 -0.85 -2.46 0.72 0.18 -0.24 2.51 6 0.85 2.71 -0.72 -0.18 -0.48 -5.09 3 18 0.08 0.00 0.12 0,01 0.14 0,03 6 -0.08 0,00 -0.12 -0.01 -0.26 -0.04 4 18 -1.27 -3.58 0.98 0.25 -0.34 3.78 6 1.27 3.97 -0.98 -0.25 -0.64 -7.56 5 18 -0.82 -2.51 0.78 0.18 -0.09 2,74 6 0.82 2.80 -0.78 -0.18 -0.69 -5.39 VIA S to G:\2014 Jobs114021 PSF Mach Office\Calcs\staad\main stair brace.anl Page 12 of 18 STAAD SPACE -- PAGE NO. Friday, April 11, 2014, 07:15 AM 13 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 6 18 -0.11 -0.52 0.24 0,04 0.10 0.62 6 0.11 0.59 -0.24 -0.04 -0.34 -1.17 23 1 5 0.05 -0.14 0,00 0.00 0.00 0.14 19 -0.05 0.20 0.00 0.00 0.00 -0.52 2 5 0.13 -0.08 0.00 0.00 0.00 0.37 19 -0.13 0.08 0.00 0.00 0.00 -0.56 3 5 0.00 0.00 -1.77 -0.02 1.14 0.00 19 0.00 0.00 1.77 0.02 2.84 0.00 4 5 0.18 -0.23 0.00 0.00 0.00 0.51 19 -0.18 0.28 0.00 0.00 0.00 -1.08 5 5 0.13 -0.20 -1.77 -0.02 1.14 0.34 19 -0.13 0.27 1.77 0.02 2.84 -0.87 6 5 0.02 -0.06 -1.77 -0.02 1.14 0.06 19 -0.02 0.09 1.77 0.02 2.84 -0.24 24 1 19 0.05 0.25 0,00 0.00 0.00 0.52 10 -0.05 -0.19 0.00 0.00 0.00 -0.02 2 19 0.13 0.22 0.00 0.00 0.00 0.55 10 -0.13 -0.22 0.00 0.00 0.00 -0.05 3 19 0.00 0.00 1.61 0.00 -2.83 0.00 10 0.00 0.00 -1.61 0.00 -0.80 0.00 4 19 0.18 0.47 0.00 0.00 0.00 1.07 10 -0.18 -0.41 0.00 0.00 0.00 -0.08 5 19 0.13 0.39 1.61 0.00 -2.83 0.87 10 -0.13 -0.33 -1.61 0.00 -0.80 -0.05 6 19 0.02 0.11 1,61 0.00 -2.83 0.24 10 -0.02 -0.09 -1,61 0.00 -0.80 -0.01 25 1 1 0.36 0.01 0.00 0.00 0.00 -0.02 19 -0.31 0.03 0.00 0.00 0.00 -0.04 2 1 0.21 -0.02 0.00 0.00 -0.01 -0.08 19 -0.21 0.02 0.00 0.00 0.00 -0.04 3 1 -2.65 -0.01 0.00 0.00 -0.01 -0.04 19 2.65 0.01 0.00 0.00 -0.01 -0.01 4 1 0.57 -0.01 0.00 0.00 -0.01 -0.10 19 -0.52 0.04 0.00 0.00 0.01 -0.08 5 1 -2.14 0.00 0.00 0.00 -0.01 -0.10 19 2.19 0.04 0.00 0.00 -0.01 -0.08 6 1 -2.48 0.00 0.00 0.00 -0.01 -0.05 19 2.50 0.02 0.00 0.00 -0.01 -0.03 26 1 2 0.36 0.01 0.00 0.00 0.00 -0.02 19 -0.31 0.03 0.00 0.00 0.00 -0.04 2 2 0.21 -0.02 0.00 0.00 0.01 -0.08 19 -0.21 0.02 0.00 0.00 0.00 -0.04 3 2 2.65 0.01 0.00 0.00 -0.01 0.04 19 -2.65 -0.01 0.00 0.00 -0.01 0.01 G:12014 Jobs114021 PSF Mech Office\Calcs\staad\main stair brace.ani M5 Page 13 of 18 Friday, April 11, 2014, 07:15 AM STAAD SPACE MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP FEET (LOCAL ) -- PAGE NO. 14 MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 4 2 0.57 -0.01 0.00 0.00 0.01 -0.10 19 -0.52 0.04 0.00 0.00 -0.01 -0.08 5 2 3.16 0.01 0.00 0.00 0.00 -0.02 19 -3.11 0.03 0.00 0.00 -0.01 -0.06 6 2 2.81 0.01 0.00 0.00 -0.01 0.03 19 -2.79 0.01 0.00 0.00 -0.01 -0.01 ************** END OF LATEST ANALYSIS RESULT ************** 57. PARAMETER 1 58. CODE AISC 59. FYLD 6624 MEMB 1 TO 16 21 22 60. FYLD 5040 MEMB 17 TO 20 61. CHECK CODE MEMB 1 TO 22 G:\2014 Johs114021 PSF Mech Office\Ca1cs`staad\main stair brace.anl MSte. Page 14 of 18 Friday, April 11, 2014, 07:15 AM STAAD SPACE -- PAGE NO. 15 STAAD.Pro CODE CHECKING - (AISC 9TH EDITION) v1.0 ********************ir** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY ME LOCATION ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 1 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.386 4 0.07 T 0.53 8.53 4.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 2 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.358 4 1.27 T 0.64 7.56 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 3 ST HSST6X4X0.375 (RISC SECTIONS) PASS AISC- H2-1 0.184 4 1.27 T -0.34 3.78 5.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 4 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.386 4 0.07 T 0.53 8.53 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 5 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H1-3 0.211 4 0.07 C 0.00 5.02 4.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 6 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.241 4 0.75 T 0.32 5.24 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 7 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.241 4 0.75 T 0.32 5.24 6.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 8 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H1-3 0.211 4 0.07 C 0.00 5.02 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 9 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H1-3 0.040 4 0.03 C -0.10 0.82 4.50 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 10 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H1-3 0.040 4 0.03 C 0.10 0.82 4.50 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 11 ST HSST6X6X0.375 (AISC SECTIONS) PASS AISC- H1-3 0.134 4 1.17 C -0.72 3.55 0.50 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 12 ST HSST6X6X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.128 4 1.16 T -0.77 3.31 0.00 G:12014 Jobs\14021 PSF Mech Office\Calcs\staad\main stair brace.anl tel Page 15 of 18 Friday, April 11, 2014, 07:15 AM STAAD SPACE ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ FX CRITICAL COND/ RATIO/ MY MZ -- PAGE NO. 16 LOADING/ LOCATION 13 ST HSST6X6X0.375 (AISC SECTIONS) PASS SHEAR -Y 0.067 4 0.12 T -0.09 1.16 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 14 ST HSST6X6X0.375 (AISC SECTIONS) PASS AISC- H1-3 0.134 4 1.17 C 0.72 3.55 0.50 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.128 4 1.16 T 0.77 3.31 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS SHEAR -Y 0.067 4 0.12 T 0.09 1.16 0.00 17 ST PIPS30 (AISC SECTIONS) PASS AISC- H1-1 0.391 4 8.23 C -0.26 0.42 6.33 18 ST PIPS30 (AISC SECTIONS) PASS AISC- H1-3 0.215 4 3.67 C 0.23 0.25 6.33 19 ST PIPS30 (AISC SECTIONS) PASS AISC- H1-1 0.391 4 8.23 C 0.26 0.42 6.33 20 ST PIPS30 (RISC SECTIONS) PASS AISC- H1-3 0.215 4 3.67 C -0.23 0.25 6.33 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 21 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.184 4 1.27 T -0.34 3.78 0.00 ***NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES*** 22 ST HSST6X4X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.358 4 1.27 T 0.64 7.56 1.00 62. FINISH MVO G:\2014 Jobs114021 PSF Mech Office\Calcsistaad\main stair brace.anl Page 16 of 18 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0114 DATE: 12/31/14 PROJECT NAME: PSF MECHANICAL PHASE II SITE ADDRESS: 11621 EAST MARGINAL WY S _ Response to Correction Letter #, Revision before Permit Issued after Permit Issued DEPARTMENTS: Al hot49 - Building Division Public Wo ks A lc Fire Fire Prevention um Structural cps Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/06/15 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 02/03/15 Notation: REVIEWER'S INITIALS: DATE: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: it • 11.31 Plan Check/Permit Number: v I L\ - O 1 k `A ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # PIm, ,D El Revision # -5 after Permit is Issued ALA El Revision requested by a City Building Inspector or Plans Examiner DEC 312014 Imo, ' �, OEHMIT CENTER Project Name: ��jF I�Ik�-Ii*.J C. fit- - t o12t.O Ic-Q - P'Z Project Address: C I-4Al2CIlNkL UJ Contact Person: Poit•1 4 SI D•ko I C L Phone Number: 206, .443 •o`i 1,-, . Summary of Revision: • geM.oU /kc- OF PL-Yr c M S - ry So ii)TU(LE J» -rZ MIT' /t:E\HiO►J 117 IN metal 41 i1110N P'(Pe (fTNIS* k air) Q gariSIctJ rz7 LI1 / GtIJ QesI�l� Sheet Number(s): ?4i- A2.1I , PO. -A 2-4-I f'41 . A-4.1 I Ct oU t7 /2\> "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit C nter by: tit Entered in TRAKiT on PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0114 PROJECT NAME: PSF MECHANICAL SITE ADDRESS: 11621 E MARGINAL WAY S DATE: 10/29/14 Original Plan Submittal Revision # before Permit Response to Correction Letter #_' x Revision # 2 after Permit Issued DEPARTMENTS: tinDivision br W �dr l 3D tc s W 30-11 in Fire Prevention Planning Division Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 10/30/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ DUE DATE: 11/27/14 Approved with Conditions gr Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Fermi nler Ir7se f fitly , j E y 4 CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: kti-1 • ► 0 ZZ Plan Check/Permit Number: PH - 2 ► ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 17 F trclivIc nietsE Z Project Address: 1 1 (pl- ( E �14UL l�C Contact Person: 31f tJ WAS I AO & it Z Summary of Revision: Phone Number: 20 Le • i 4 - t->i-r''( ft-of See krriV ii So . RscpivED t ToyukvikA OCT 2 2014 PERMIT CENTFq Sheet Number(s): 4-0 •/ 4 0- 3 i 4 d ,4 Z. // 4 Z t Z 4 4 S`- 2 j S Z,` S Z •, S 3 .I S "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0114 DATE: 10/14/2014 PROJECT NAME: PSF MECHANICAL SITE ADDRESS: 11621 EAST MARGINAL WY S Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: 1 1/4-- �,,,,n Building Division Fire Prevention 'w' i) j -itb�l �\ Public Wo ks Structural 0--40"01 CY'I.1r�21H Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/16/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/13/14 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10/09/2014 Plan ChecWPermit Number: D 14-0114 Response to Incomplete Letter # Response to Correction Letter # Revision # 1 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: PSF MECHANICAL - WORLD HEADQUARTERS - PH2 Project Address: 11621 E MARGINAL WAY Contact Person: RYAN HARASIMOWICZ Summary of Revision: Please refer to attached summary of revisions. Phone Number: (206) 443-0494 Sheet Number(s): per above (marked via cloud with delta-10) "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permi Center by: 1.�4�1 LtiJ\ 11( Entered in Permits Plus on iCli ( 4 6 (t'( H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 PSF Mechanical 11621 E Marginal Way SE SUMMARY OF REVISIONS PH2 - Permit Revision 2.22 OCT 14 PH2-A0.1 COVER SHEET 1. Addition of an exterior balcony to Description of Work PH2-A0.3 LIFE SAFETY - LEVEL 1 1. No change has been made, for reference PH2-A0.4 LIFE SAFETY - LEVEL 2 1. Inclusion of future balcony in this project scope PH2-A2.11 CONSTRUCTION PLAN - LEVEL 1 1. Addition of partial height furring wall at south end of building 2. Addition of section through STORAGE 161 north wall 3. Addition of wall detail at HUDDLE 164 north wall 4. Addition of columns for exterior balcony PH2-A2.12 CONSTRUCTION PLAN - LEVEL 2 1. Addition of exterior balcony 2. Addition of 42" high guard rail 3. Addition of section through guard rail and balcony PH2-A5.2 EXTERIOR ELEVATION 1. New sheet — addition of WEST BUILDING ELEVATION PH2-A9.3 INTERIOR DETAILS 1. Addition of details PH2-52.1 FOUNDATION PLAN 1. Revision of balcony footings 2. Addition of steel columns for balcony PH2-S2.2 UPPER LEVEL FLOOR FRAMING PLAN 1. Addition of balcony and supporting structure 2. Addition of section through steel framing PH2-53.1 STEEL BRACED FRAME DETAILS 1. Addition of steel detail for balcony structure PH2-55.1 1. Addition of section through balcony REVISION NOiL ply-0114 RECEIVED CITY OF TUKWILA OCT 2 9 2014 PERMIT CENTER PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0114 DATE: 08/11/14 PROJECT NAME: PSF MECHANICAL SITE ADDRESS: 11621 E MARGINAL WAY S __ Original Plan Submittal X Response to Correction Letter # _ 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural D 14 Planning Division Permit Coordinator IN PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/12/14 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: DUE DATE: 09/09/14 Approved Corrections Required Approved with Conditions ❑ Denied ❑ (corrections entered innn Reviews) (ie: Zoning Issues) ,( Notation: attic N-2- AT` 3 1Jl4l REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2014 • og . It Plan Check/Permit Number: D 14-0114 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Peirmit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: PSF Mechanical Project Address: 11621 East Marginal Wy S Contact Person: R`(A1.1 I4*12AS I MA6.3IC2 Summary of Revision: PlVfise ; Phone Number: tt' Of TUI(INM AUG 11 2014 044,11' MITER Sheet Number(s): 91'11 - 40.2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 111- Entered in TRAKiT on (Cyst I — 1 t'I C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 STOCK&ASSOCIATES • architecture. interiors City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Correction Letter #2 Development Permit Application Number D14-0114 PSF Mechanical -11621 E Marginal Way S PLANNING - C DEPARTMENT: Max Baker (206-431-3662) • Missing sheet PH2-A0.2 which is referenced in response from Stock and Associates to correction letter #1. Please provide four copies of missing sheet. o Response: See Sheet PH2-A0.2. CORRECTION LTR# Z p��l-vlly RECEIVED CITY OF TUKWILA AUG 1 1 2014 JERMIT CENTER Stock & Associates, Inc. 109 Bell Street Seattle, WA 98121 T 206.443.0494 F 206.443.0495 www.stockandassociates.com City Of Tukwila Department of Community Development August 06, 2014 RYAN HARASIMOWICZ 109 BELL ST SEATTLE, WA 98121 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D14-0114 PSF MECHANICAL - 11621 E MARGINAL WAY S Dear RYAN HARASIMOWICZ, Jim Haggerton, Mayor Jack Pace, Director 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: PLANNING - C DEPARTMENT: Max Baker at if you have questions regarding these comments. • Missing sheet PH2-A0.2 which is referenced in response from Stock and Associates to correction letter #1. Please provide four copies of missing sheet. 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. 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 206-433-7165. Sincerely, AAffi File No. D14-0114 6300 Southcenter BoulevGard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0114 PROJECT NAME: PSF MECHANICAL DATE: 07/17/14 SITE ADDRESS: 1.1621 E MARGINAL WAY S Original Plan Submittal Revision X Response to Correction Letter # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division gi Public Works Fire Prevention Structural ❑ Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/22/14 Structural Review Required DATE: APPROVALS OR CORRIFCTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 08/19/14 Approved with Conditions Denied (ie: honing Issues) atedc 1 2- Kt REVIEWER'S INITIALS: DATE: Pew Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials:.'ti 12/18/2013 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 submittals nmmmst be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2014. o? •1(� Plan Check/Permit Number: D 14-0114 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: PSF Mechanical Project Address:11621 E Marginal Way S Contact Person: gY (M,OWI2. Phone Number: _ Z06 •'l41S Summary of Revision: 'U kr E SET ATTIC t c.+:'YIVlZ, G p S RECEIVED ctw OF TUKWILA IJUL172014 Paracwro SheetNumber(s): 1 2.4tt1 4D.S , %o.4 t Az.gtAZiz , A?.1 t43.2t MA, ASA I A7.1 . k.li /S.Z "Cloud" or highlight all areas of revision including date of revi ''on S L\„s SZ .Z • 55.41 Received at the City of Tukwila Permit Center by: Entered in TRAKiT on [" (17— / Lf iapplications\forms-applications on linelrevision submittal Created: 8-13-2004 Revised: STOCK&ASSOCIATES architecture.interiors City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Correction Letter #1 Development Permit Application Number D14-0114 PSF Mechanical -11621 E Marginal Way S BUILDING DEPARTMENT: Allen Johannessen (206-433-7163) Building Review Notes 1. The shower compartment shown in Shower Room 147A does not meet ADA for transferring into the shower. The Shower Room 146A however does meet the requirement. The code requires a clearance of 48" minimum in length measured perpendicular from the control wall, and 36" minimum in depth provided adjacent to the open face of the compartment. One option would be to reverse the seat side to the opposite wall which would affect where the plumbing wall will be. Provide a revision for the shower whichever way works best to meet ADA for transferring into the shower. (ANSI 608.2.1 & 608.2.1.2) Response: The seat and the control walls have been reversed to meet the ADA clearance requirements for transferring into the shower. See Sheet PH2-A4.1 for revised drawings. The revised areas have been bubbled shown with Delta 8. 2. The door swing for Locker Room 146A shall need to be reversed and shifted downward on the plan sheet (could not find the north arrow for reference) to meet ADA Maneuvering Clearances. In addition the door at Locker Room 146A shall likewise require reversing for the same reason. Revise plan door swing for those rooms to meet ADA maneuvering clearances. (ANSI 404.2.3, Table 404.2.3.2 & Figure 404.2.3.2) Response: By switching the doors as suggested above we will be creating a site line into the locker rooms that we wish to avoid. We have shown the doors relocated towards the hallway to break up the site line into the bathrooms. This has created a straight approach to the doors from both sides meeting the ADA Maneuvering Clearances. See Sheet PH2-A2.11 and PH2-A4.1 for revised plans. 3. Provide a completed 2012 Washington State Nonresidential Energy Code lighting budget compliance form. Response: See attached 2012 NREC Form provided by Case Engineering. CORRECTION Dtii-ottH Stock & Associates, Inc. 109 Bell Street Seattle, WA 98121 T 206.443.0494 F 206.443.0495 www.stockandassociates.com RECEIVED CITY OF TUKWILA JUL 17 2014 PERMIT CENTER STOCK&ASSOCIATES architecture. interiors 4. I could not find any construction details for the T&G Timber Lids/ceilings. Provide those construction details. Response: Sections and details added to drawings. Please refer to sheets PH2-A2.11, PH2-A2.12, PH2-A4.1, PH2-A5.1, PH2-A9.1 & PH2OA9.2 PLANNING DEPARTMENT: Max Baker (206-431-3662) • Will require addition of (3) bicycle parking spaces. Code requires (1) bicycle space for every (50) car stalls, proposed plan calls for 125 car stalls. Proposed number of parking stalls and offices square footage changed slightly from L13- 0051, still meets requirements. o Response: See Sheet PH2-A0.2 for location of (6) bicycle parking spaces adjacent to the main entry. Area is bubbled and identified with Delta 8. ADDITIONAL REVISIONS (all clouded and tagged with Delta-8): • Structural revisions detailing elevator support(S2.1, S2.2, S5.4) • Plan revisions to central Publishing / Conference rooms on L1 under mezzanine (PH2- A2.1, PH2-A3.1) • Plan revision to L1 SE corner - removal of L1 break area, change to office storage, addition of intercom system with camera to loading -dock (PH2-A2.1, PH2-A3.1) • Plan revision to L1 NE corner - reduced size of Server room (PH2-A2.1) • Miscellaneous architectural casework revisions throughout plans (PH2-A2.1, PH2-A2.2) • Miscellaneous room name changes throughout plans (all) • Revised typical railing design for mezzanine/stairs (PH2-A9.1) • Revised life -safety calculations as result of plan -changes (PH2-A0.3, PH2-A0.4) • Revised wall description for Wall Types 03* and 04*(PH2-A2.1, PH2-A2.2) Stock & Associates, Inc. 109 Bell Street Seattle, WA 98121 T 206.443.0494 F 206.443.0495 www.stockandassociates.com City of Tukwila Department of Community Development May 09, 2014 RYAN HARASIMOWICZ 109 BELL ST SEATTLE, WA 98121 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 14-0114 PSF MECHANICAL - 11621 E MARGINAL WAY S Dear RYAN HARASIMOWICZ, Jim Haggerton, Mayor Jack Pace, Director 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 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. The shower compartment shown in Shower room 147A does not meet ADA for transferring into the shower. The shower room 146A however does meet the requirement. The code requires a clearance of 48 inches minimum in length measured perpendicular from the control wall, and 36 inches minimum in depth provided adjacent to the open face of the compartment. One option would be to reverse the seat side to the opposite wall which would affect where the plumbing wall will be. Provide a revision for that shower whichever way works best to meet ADA for transferring into the shower. (ANSI FIG. 608.2.1 & 608.2.1.2) 2. The door swing for locker room 147a shall need to be reversed and shifted downward on the plan sheet (could not find the north arrow for reference) to meet ADA Maneuvering Clearances. In addition the locker room door 146a shall likewise require reversing for the same reason. Revise plan door swing for those rooms to meet ADA maneuvering clearances. (ANSI 404.2.3, TABLE 404.2.3.2 & FIG. 404.2.3.2) 3. Provide a completed 2012 Washington State Nonresidential Energy Code lighting budget compliance form. 2012 NREC Compliance Forms for Lighting is available online at: http://www.neec.net/energy-codes, (scroll down to center of page). 4. I could not find any construction details for the T&G Timber Lids / ceilings. Provide those construction details. PLANNING DEPARTMENT: Max Baker at 206-431-3662 if you have questions regarding these comments. • Related to L13-0051, handled by Max Baker. • Will require addition of 3 bicycle parking spaces. Code requires 1 bicycle space for every 50 car stalls, proposed plan calls for 125 car stalls. Proposed number of parking stalls and office square footage changed slightly from L13-0051, still meets requirements. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-367n • Far 2n6-431-3665 Please address the attached comments 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. 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. D14-0114 6300.Snuthcenter Bnulevard Suite #1(10 • Tukwila Washin itnn 98188 • Phnne 206-431-367n • Far 2(16_4?1-4665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0114 DATE: 04/15/14 PROJECT NAME: PSF MECHANICAL SITE ADDRESS: 11621 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division TIC AT Public Works AVA ( M'?-H— 9 Fire Prevention Structural 1^� coy/_ S13-+LI Planning Division Permit Coordinator IN PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/17/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required k;!Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 05/15/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: S `"--1 LI Departments issued corrections: Bldg Fire ❑ Ping PW 0 Staff Initials: 12/18/2013 Joanna Spencer From: Ryan Harasimowicz <RHarasimowicz@stockandassociates.com> Sent: Wednesday, April 30, 2014 10:01 AM To: Joanna Spencer Subject: RE: PSF Mechanical TI D14-0114 Hi Joanna, The second floor is to support existing staff needs although PSF will likely continue to add employees. There is some minor (a few desks) expansion capacity built in throughout (not just the second floor) but the plan would be to potentially expand into the S portion of the building where there is currently a tenant once that lease is up. Also, the second floor is home to some program (ala the main break -room, board room, coffee -bar, mother's/quiet room, future balcony, etc) which are common to the whole PSF tenant space Hope that helps, let me know if there are any other questions... thanks rya n From: Joanna Spencer jmailto:Joanna.Spencer(aTukwilaWA.aovl Sent: Tuesday, April 29, 2014 2:24 PM To: Ryan Harasimowicz Subject: FW: PSF Mechanical TI D14-0114 Ryan, Public Works is reviewing your TI permit application and needs to know what is the purpose of adding the second floor. Is PSF planning to add more employees or they are doing it to accommodate existing staff needs? Joanna Spencer Development Engineer City of Tukwila Public Works Department 6300 Southcenter Blvd #100 Tukwila, WA 98188-8548 ph:(206) 431-2440 fax:(206) 431-3665 Joanna.Spencer@TukwilaWA.gov The City of opportunity, the community of choice. D 0 1 I Li 1 PROJECT NAME: gC* PERMIT NO: T)N it(-1 SITE ADDRESS: I V 24 M W C ORIGINAL ISSUE DATE: Oc 'L�I'4 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: vQ Qmo ('Lv& — v IN wt. vV te, l j (9(r TV thiq Y i •rwo(j W) Of Sf E Received by: 41114 j AIX111- PS F LhaWl i LI REVISION NO. DATE RECEIVED STAFF INITI LS ISSUED DATE STAFF INITItLS �� ll ' I€ U Summary of Revision: C `t:v�4 G^ f 0,n.� SC fire o WO r k. Received by:thuf Ryabi - BPS lease print) /11&Aim ;(, REVISION NO. v DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI S ib U-\ 77 \ Itil lTZ-5 Summary of Revision: r 9VI a I i i, l " !� rw � ►�_ rig u�� �( to Received by:. y'n / - F (blase print) M�[,h( v t 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) PUGET WEST CORPORATION Page 1 of 3 CilWashington State Department of Labor & Industries PUGET WEST CORPORATION Owner or tradesperson FLETCHER, RICHARD FRANCIS Principals FLETCHER, RICHARD FRANCIS, PRESIDENT MILLER, MARIANNE, SECRETARY DAVIS, LEANNE, TREASURER MUNNOCH, MARY J, SECRETARY (End: 01/12/2011) Doing business as PUGET WEST CORPORATION WA UBI No. 600 437 790 PO BOX 3535 ARLINGTON, WA98223 425-290-9696 SNOHOMISH County Business type Corporation 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. PUGETWC187KG Effective — expiration 05/07/1982— 01/15/2015 Bond No bond accounts during the previous 6 year period. Insurance Kinsale Insurance Company Policy no. 01000165060 Received by L&I 12/31/2013 Insurance history Savings (in lieu of bond) Received by L&I $1,000,000.00 Effective date 01/01/2014 Expiration date 01/01/2015 $12,000.00 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600437790&LIC=PUGETWC 187KG&SAW= 08/28/2014