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HomeMy WebLinkAboutPermit D14-0169 - LULULEMON - WALL BRACESLULULEMON 21 SOUTHCENTELR MALL D14-0169 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 9202470130 DEVELOPMENT PERMIT Permit Number: D14-0169 Address: 21 SOUTHCENTER MALL Issue Date: 6/24/2014 Permit Expires On: 12/21/2014 Project Name: LULULEMON Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD, CA, 92013 Contact Person: Name: MELANI DANNENBERG Phone: (310) 263-3587 Address: 20521 EARL ST, TORRANCE, CA, 90503 Contractor: Name: R MILLER INC Phone: (425) 775-3822 Address: 1832198 AVE NE, STE 1, BOTHELL, WA, 98011 License No: RMILLMI871NH Expiration Date: 8/8/2015 Lender: Name: Address: I DESCRIPTION OF WORK: RE -CONFIGURATION OF EXISTING WALL BRACES BETWEEN GRIDLINES 0, P AND Q ALONG GRID LINE 8. Project Valuation: $30,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Fees Collected: $1,155.24 Occupancy per IBC: M Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 International Fuel Gas Code: 2012 WA Cities Electrical Code: 2012 WA State Energy Code: 2012 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: (04t. Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and a ee to the conditions attached to this permit. Signature: `� Date: cO/ T 1 ay L{ Print This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: 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. 6: 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. 7: 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. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: 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. 11: 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). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: 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. 14: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4004 SI-WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. /''' ®%(p Project No. Date Application Accepted: o'(/ f t Date Application Expires: / )-/a �i// (( (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 LOCATION King Co Assessor's Tax No.: Site Address: 21 SOUTHCENTER Tenant Name: LULULEMON Suite Number: 748 PROPERTY OWNER Name: WESTFIELD, LLC Address: 2800 SOUTHCENTER City: SEATTLE State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: MELANI DANNENBERG Address: 20521 EARL ST City: TORRANCE State: CA Zip: 90503 Phone: (310) 263-3587 Fax: (775) 766-9742 Email: MDANNENGER@MENEMSHASOLUTION GENERAL CONTRACTOR INFORMATION Company Name: T.B.D. Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: New Tenant: Floor: ❑ Yes ..No 1 st ARCHITECT OF RECORD Company Name: Architect Name: REZA A. HADAEGH Address: 20521 EARL STREET City: TORRANCE State: CA Zip: 90503 Phone: (310) 415-9860 Fax: Email: REZAALIH@GMAIL.COM ENGINEER OF RECORD Company Name: ACERTUS CONSULTING GROUP, Engineer Name: CHUCK FREEMAN Address: 14817 WEST 95TH ST City: LENEXA State: KS Zip: 66215 Phone: (913) 322-5150 Fax: Email: CHUCKFREEMAN@ACERTUSGROUP.CO LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: I-1:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11. docx Revised August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 30,000 Existing Building Valuation: $ 461,015,000 Describe the scope of work (please provide detailed information): RE -CONFIGURATION OF EXISTING WALL BRACES BETWEEN GRID LINES 0, P & Q ALONG GRID LINE 8. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide I Building Areas in Square Footage Below Existing interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor 3,177 2" d Floor 3`d 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: Compact: Handicap: Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes J No If "yes', attach list of materials and storage locations on a separate 8-1/2 " x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. 31:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised. August 2011 bh Page 2 of4 PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 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 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...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 ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention cubic yards cubic yards Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. 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 ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 0 ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ❑ ...Water Main Extension Public 0 0 .. Grease Interceptor ❑ .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding wo # wo # WO # ❑ ...Deduct Water Meter Size Private 0 Private ❑ FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water ❑ ...Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: 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 PERMIT APPLICATION NOTES Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR Al4THORIZED,AGENT: Signature: '�fAv. Date: 10k1 i y Print Name: MELANI DANNE4d'BERG Day Telephone: (310) 263-3587 Mailing Address: 20521 EARL STREET TORRANCE CA 90503 City State Zip H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11. docx Revised August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY I PAID PermitTRAK $65.00 D 140169 Address: 21 SOUTHCENTER MALL Apn: 9202470130 $65.00 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R2674 R000.345.830.00.00 1.00 $65.00 $65.00 $65.00 Date Paid: Thursday, July 24, 2014 Paid By: R MILLER CONSTRUCTION Pay Method: CREDIT CARD 714220 Printed: Thursday, July 24, 2014 3:03 PM 1 of 1 SYSTEMS DESCRIPTIONS I ACCOUNT I QUANTITY PermitTRAK I PAID $715.25 D14-0169 Address: 21 SOUTHCENTER MALL Apn: 9202470130 $715.25 DEVELOPMENT $681.40 PERMIT FEE R000.322.100.00.00 0.00 $676.90 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $33.85 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2456 R000.322.900.04.00 0.00 $33.85 $715.25 Date Paid: Tuesday, June 24, 2014 Paid By: PETER J MEYER Pay Method: CREDIT CARD 514250 Printed: Tuesday, June 24, 2014 1:05 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $439.99 D14-0169 Address: 21 SOUTHCENTER MALL Apn: 9202470130 $439.99 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2277 R000.345.830.00.00 0.00 $439.99 $439.99 $439.99 Date Paid: Wednesday, June 04, 2014 Paid By: MENEMSHA DEVELOPMENT GROUP Pay Method: CHECK 013252 Printed: Wednesday, June 04, 2014 9:01 AM 1 of 1 INSPECTION RECORD Retain a copy with permit TIO N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Pr ct: - t..:.cLzaLs' MO•.� Type of Inspection: IN.) eVL- Addre` s: SC IN tA t \ Date Called: Special Instructions: O00.t.r� : Date Wanted: t a.r. m 'Requester: Ph a No: 25 11 3 2..,Z- ❑ Approved per applicable codes. ElCorrections required prior to approval COMMENTS: J c._; ;f :,., _ 7 0-7745....5 W /A A kti ,,,A t \ .....4 �r PL 1 r:, 0", CI ieiy\f• tic ---:Alrf ( Ins . . or: -Meru—iv INSPECTION FEE REQUIRED. r for to next inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)11-1-616, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., *100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 t ProjectLIt Typ f spectior :( - ^ Address: Pi e ✓mot( Date C itte�d? 1 i t Special Instructions: Date ted ` I • a.� 'Requester: Phone No: Approved per applicable codes. O Corrections required prior to approval. COMMENTS? A ` �- , —ICZ&J \ z--- cC 1cS�2L / v \ C ? C'cf i.{2 f1Z A In PECTION FEE REa IRED. Prior#o ext ins ection. fee must be p at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. nu COPT Harbor Consulting Engineers, Inc. STRUCTURAL ENGINEERING CALCULATIONS for the LULULEMON TENANT IMPROVEMENT ROD BRACED FRAME MODIFICATION Westfield Shoppingtown Southcenter Tukwila, WA IEXPIRES /0/2/26/I 22 May 2014 Prepared for: Menemsha Contact: Ms. Melani Dannenberg 20521 Earl Street Torrance, CA 90503 Tel: (310)-263-3587 Prepared bv: Harbor Consulting Engineers, Inc. 3006 Fuhrman Avenue East Seattle, WA 98102 1 of 2 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 4 2014 PERMIT CENTER 3006 Fuhrman Avenue East • Seattle, Washington 98102 • Telephone 206.709.2397 • Facsimile 206.709.2398 Day— Dio1 } uc nc Harbor Consulting Engineers, Inc. INDEX TO STRUCTURAL CALCULATIONS AND DETAILS: ITEM: PAGES: Seismic Load for Mall Block K and J and Drift Compatibility Existing Rod Braced Frame STADD Drift Analysis Modified Frame OMF/OBF STADD Design and Analysis Section Sketches, Brace Design, and Column Base Connections 2 of 2 S1—S4 E1— E7 M19— M25 C1—05 3006 Fuhrman Avenue East • Seattle, Washington 98102 • Telephone 206.709.2397 • Facsimile 206.709.2398 1��7Z32MI�� 5& Aim c L OAp,--si 4 OF 474 t L COC/ r ,k R .T SE/S/v /G e24i/tom( /O pi'` i' l0r-fr' Roo, PPo4'�'fl Roc', , EA = (Z31Pr)(►7(o % - ( 120414 S F? 9 71 94 PTL 14Y5)4"4,7 = Z t- (48 F7)(1SOF) -r ("it Frk-3Gerij 70794 ,7) = /, 91-9, 920 Ex/ST//v4i L 7 QA1 ,'ORC& R Ci.fT/..14 rfJ7e/ /J / y //24/r/ &.A' ©/ £' 1, / TA/ ,V?, 7se - J v ry p c � viv D 7-grzw- /F d /.IM/ c 1-0,01;2 —r 4' .' y=Cs✓✓ CS= Sys f � 1 f3.251/ 447 0,3077 �.9sp8= 0>7 (0,3077)(/, 9q9 g29, 993 0 X X )! 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Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: 52 / 51' Y �1�/Finn ,e irl s rnricc B A//441/ &*y mo, Ft"{ l2 /�r�r✓� i'E�ff41 S c VAJD .o o22/i1/- y (i/s 987 - 5OL vE pe 2 M, -x/ ou/M, 4 xe n = 5,o6- ,7 .4‘ ' Cd .d x e r S,oS;n= 3.o(LNxe) axe /0 5,05 0,0) /, 68 ;h ,a LS . 3,o(/,Cve ) /o 0 V S,Og h 4 R = 5,25 )4 TA-R4 E 7 M e247/Fi `FD fR'/I-/Pi E, i/ox L [L vL. E OA/ Te/v4NT /J ov ,A4 JT By: Date: 12 S. 0' I W. on, /3 MAli '/ L:a/t27//v4 Checked: Date: Job #: LIE nE HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: 53 / S g Y 38.6.k � P (1) P 384kP P,OL PGc. _ / q Qo 4 .eesv4 x ),eoM srstA more x 1,50 in; z 3. o (4 501 /,0 o25(1-7,5)(Iz) des. 4 S�ZS Fn 4,50 71 VOy u.se ►v/I x /59 .�C►v/vgL ✓T co.urN A-r GL USA w/g , z// EQv/V4Lc-,I r coL LM tv .�t� GL 3 ArTrA CL :tS rArr- S a O, f3$P n� EAng l.,.4 E t-leJ Pi' s4 M Q L UL aN 7EA/Aw r /mPTQoJ2smE& r' By: Date: D, s fl fri,r O/v / 3 M A-y Checked: Date: Job #: nc HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: 51t / 5 Y n•-.1 Software licensed to Job No 14021 Sheet No 1 Rev Part Job Tdle Lululemon TI WST Ref By DSJ °ate12-May-14 c .d DSJ Client Menemsha File WST Lululemon TI.std Dire 21-May-2014 11:36 j5.800 kip .._ lab.t100 kip -_.. --- -- J5.800 kip 41.600 kip 1.101 in W12X14 41.600 kip 1.004 In W12X14 41.600 kip 0.9591n WaX24 'Or 1.23:Tens. W8X24 'Or 1.23:Tens. WeX24 £ Whole Structure Loads 8kip: lft Displacements 2in:1ft 5 COMBINATION LOAD CASE 5 Job Information Engineer Checked Approved Name: DSJ DSJ JRH Date: 12-May-14 Structure type PLANE FRAME Number of Nodes 6 Highest Node 6 Number of Elements 9 Highest Beam 9 Number of Basic Load Cases 3 Number of Combination Load Cases 2 Included in thisprintout are data for. All I The Whole Structure £ Load 5 . Displacement Displacement - to EI/E-1 Print Time/Date: 21/05/2014 11:41 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 1 of 7 Software licensed to Job No 14021 Sheet No 2 Rev Part Job Title Lululemon TI WST Ref By DSJ Date12-May-14 Chd DSJ C11ent Menemsha File WST Lululemon Tl.std DateTme 21-May-2014 11:36 Job Information Cont... Included in this printout are results for load cases: Type LIC Name Primary 1 LOAD CASE 1 Primary 2 LOAD CASE 2 Primary 3 LOAD CASE 3 Combination 4 COMBINATION LOAD CASE 4 Combination 5 COMBINATION LOAD CASE 5 Nodes Node X (ft) Y (ft) Z (ft) 1 0.000 17.000 0.000 2 24.000 17.000 0.000 3 48.000 17.000 0.000 4 0.000 0.000 0.000 5 24.000 0.000 0.000 6 48.000 0.000 0.000 Beams Beam Node A Node B Length (ft) Property ft (degrees) 1 4 1 17.000 2 0 2 5 2 17.000 2 0 3 6 3 17.000 2 0 4 1 2 24.000 1 0 5 2 3 24.000 1 0 6 4 2 29.411 3 0 7 1 5 29.411 3 0 8 5 3 29.411 3 0 9 2 6 29.411 3 0 Section Properties Prop Section Area (in2) Ivy (in4) In (in4) J (in4) Material 1 W12X14 4.160 2.400 88.600 0.061 STEEL 2 W8X24 7.080 18.300 82.800 0.314 STEEL 3 Cir 1.23 1.186 0.112 0.112 0.224 STEEL Print Time/Date: 21/05/201411:41 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 2 of 7 Software licensed to Job No 14021 Sheet No 3 Rev Part Job Title Lululemon TI WST Ref By DSJ D81e12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI.std Datemme 21-May-2014 11:36 Materials Mat Name E (kip/in2) v Density (kip/in3) a (/°F) 1 STEEL 29E+3 0.300 0.000 6E -6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E -6 3 ALUMINUM 10E+3 0.330 0.000 13E -6 4 CONCRETE 3.15E+3 0.170 0.000 5E -6 Supports Node X (kip/in) Y (kip/in) Z (kip/in) rX (kip'ft/deg) rY (kip"ft/deg) rZ (kip-ft/deg) 4 Fixed Fixed Fixed - - - 5 Fixed Fixed Fixed - - - 6 Fixed Fixed Fixed - - - Releases There is no data of this type. Basic Load Cases Number Name 1 LOAD CASE 1 2 LOAD CASE 2 3 LOAD CASE 3 Combination Load Cases Comb. Combination L/C Name Primary Primary LJC Name Factor 4 COMBINATION LOAD CASE 4 1 LOAD CASE 1 1.00 2 LOAD CASE 2 1.00 5 COMBINATION LOAD CASE 5 1 LOAD CASE 1 1.00 3 LOAD CASE 3 1.00 E3/E7 Print Time/Date: 21/05/201411:41 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 3 of 7 Software licensed to Job No 14021 Sheet No 4 Rev Part Job Tide Lululemon TI WST Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI.std Daterfime 21-May-2014 11:36 Node Displacement Summary Node LJC X (in) Y (in) Z (in) Resultant (in) rX (rad) rY (rad) rZ (rad) Max X 1 5:COMBINATI( 1.101 -0.006 0.000 1.101 0.000 _ 0.000 -0.003 Min X 3 1:LOAD CASE -0.000 -0.006 0.000 0.006 0.000 0.000 0.000 Max Y 1 3:LOAD CASE 1.101 0.001 0.000 1.101 0.000 0.000 -0.003 Min Y 2 5:COMBINATI( 1.003 -0.051 0.000 1.004 0.000 0.000 -0.001 Max Z 1 1:LOAD CASE 0.000 -0.006 0.000 0.006 0.000 0.000 -0.000 Min Z 1 1:LOAD CASE 0.000 -0.006 0.000 0.006 0.000 0.000 -0.000 Max rX 1 1:LOAD CASE 0.000 -0.006 0.000 0.006 0.000 0.000 -0.000 Min rX 1 1:LOAD CASE 0.000 -0.006 0.000 0.006 0.000 0.000 -0.000 Max rY 1 1:LOAD CASE 0.000 -0.006 0.000 0.006 0.000 0.000 -0.000 Min rY 1 1:LOAD CASE 0.000 -0.006 0.000 0.006 0.000 0.000 -0.000 Max rZ 3 1:LOAD CASE -0.000 -0.006 0.000 0.006 0.000 0.000 0.000 Min rZ 5 3:LOAD CASE 0.000 0.000 0.000 0.000 0.000 0.000 -0.007 Max Rst 1 5:COMBINATI( 1.101 -0.006 0.000 1.101 0.000 0.000 -0.003 Beam Displacement Detail Summary Displacements shown in italic indicate the presence of an offset Beam LJC d (ft) X (in) Y (in) Z (in) Resultant (in) Max X 1 5:COMBINATI( 17.000 1.101 -0.006 0.000 1.101 Min X 1 1:LOAD CASE 10.200 -0.004 -0.004 0.000 0.006 Max Y 5 3:LOAD CASE 16.800 0.971 0.027 0.000 0.971 Min Y 4 5:COMBINATI( 7.200 1.072 -0.116 0.000 1.078 Max Z 1 1:LOAD CASE 0.000 0.000 0.000 0.000 0.000 Min Z 1 1:LOAD CASE 0.000 0.000 0.000 0.000 0.000 Max Rst 1 5:COMBINATI( 17.000 1.101 -0.006 0.000 1.101 Beam End Displacement Summary Displacements shown in italic indicate the presence of an of Beam Node LJC X (in) Y (in) Z (in) Resultant (in) Max X 1 1 5:COMBINATI( 1.101 -0.006 0.000 1.101 Min X 3 3 1:LOAD CASE -0.000 -0.006 0.000 0.006 Max Y 1 1 3:LOAD CASE 1.101 0.001 0.000 1.101 Min Y 2 2 5:COMBINATI( 1.003 -0.051 0.000 1.004 Max Z 1 4 1:LOAD CASE 0.000 0.000 0.000 0.000 Min Z 1 4 1:LOAD CASE 0.000 0.000 0.000 0.000 Max Rst 1 1 5:COMBINATI( 1.101 -0.006 0.000 1.101 , Print Time/Date: 21/05/2014 11:41 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 4 of 7 �A Software licensed to Job No 14021 Sheet No 5 Rev Part Job Title Lululemon TI WST Ref By DSJ oate12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI.std Bete/Time 21-May-2014 11:36 Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam. Axial Shear Torsion Bending Beam Node L/C Fx (kip) Fy (kip) Fz (kip) Mx (kip"in) My (kip -in) Mz (kip -in) Max Fx 2 5 5:COMBINATI( 51.382 0.684 0.000 0.000 0.000 0.000 Min Fx 6 4 3:LOAD CASE -77.241 0.000 0.000 0.000 0.000 0.000 Max Fy 2 5 3:LOAD CASE 44.674 0.684 0.000 0.000 0.000 0.000 Min Fy 4 2 5:COMBINATI( 41.135 -0.776 -0.000 -0.000 -0.000 79.758 Max Fz 1 4 1:LOAD CASE 6.417 -0.020 0.000 0.000 0.000 -0.000 Min Fz 1 4 1:LOAD CASE 6.417 -0.020 0.000 0.000 0.000 -0.000 Max Mx 1 4 1:LOAD CASE 6.417 -0.020 0.000 0.000 0.000 -0.000 Min Mx 1 4 1:LOAD CASE 6.417 -0.020 0.000 0.000 0.000 -0.000 Max My 1 4 1:LOAD CASE 6.417 -0.020 0.000 0.000 0.000 -0.000 Min My 1 4 1:LOAD CASE 6.417 -0.020 0.000 0.000 0.000 -0.000 Max Mz 5 3 5:COMBINATI( 19.021 -0.707 -0.000 -0.000 -0.000 94.863 Min Mz 2 2 3:LOAD CASE 44.674 0.684 -0.000 -0.000 -0.000 -139.555 Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A. Axial Shear Torsion Bending Beam UC d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip"in) My (kip -in) Mz (kip -in) Max Fx 2 5:COMBINATI( 0.000 51.382 0.684 0.000 0.000 0.000 0.000 Min Fx 6 3:LOAD CASE 0.000 -77.241 0.000 0.000 0.000 0.000 0.000 Max Fy 2 3:LOAD CASE 0.000 44.674 0.684 0.000 0.000 0.000 0.000 Min Fy 4 5:COMBINATIC 24.000 41.135 -0.776 -0.000 -0.000 -0.000 79.758 Max Fz 1 1:LOAD CASE 0.000 6.417 -0.020 0.000 0.000 0.000 -0.000 Min Fz 1 1:LOAD CASE 0.000 6.417 -0.020 0.000 0.000 0.000 -0.000 Max Mx 1 1:LOAD CASE 0.000 6.417 -0.020 0.000 0.000 0.000 -0.000 Min Mx 1 1:LOAD CASE 0.000 6.417 -0.020 0.000 0.000 0.000 -0.000 Max My 1 1:LOAD CASE 0.000 6.417 -0.020 0.000 0.000 0.000 -0.000 Min My 1 1:LOAD CASE 0.000 6.417 -0.020 0.000 0.000 0.000 -0.000 Max Mz 5 5:COMBINATI( 24.000 19.021 -0.707 -0.000 -0.000 -0.000 94.863 Min Mz 2 3:LOAD CASE 17.000 44.674 0.684 -0.000 -0.000 -0.000 -139.565 es/E7 Print Time/Date: 21 /05/201411:41 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 5 of 7 FISIP"'4 Software licensed to Job No 14021 Sheet No 6 Rev Part Job Title Lululemon TI WST Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI.std Daternme 21-May-2014 11:36 Beam Maximum Forces by Section Property Axial Shear Torsion Bending Section Max Fx (kip) Max Fy (kip) Max Fz (kip) Max Mx (kip -in) Max My (kip'in) Max Mz (kip -in) W12X14 Max+ve 41.135 0.191 0.000 0.000 0.000 94.863 Max -ve 0.000 -0.776 0.000 0.000 0.000 -98.920 W8X24 Max +ve 51.382 0.684 0.000 0.000 0.000 4.075 Max -ve -0.585 -0.020 0.000 0.000 0.000 -139.555 Cir 1.23 Max +ve 0.000 0.000 0.000 0.000 0.000 0.000 Max -ve -77.241 0.000 0.000 0.000 0.000 0.000 Beam Combined Axial and Bending Stresses Summary Max Comp Max Tens Beam L/C Length (ft) Stress (psi) d (ft) Comer Stress (psi) d (ft) Comer 1 1:LOAD CASE 17.000 1.04E+3 17.000 3 2:LOAD CASE 17.000 2.03E+3 0.000 1 3:LOAD CASE 17.000 4.65E+3 17.000 1 -4.82E+3 17.000 3 4:COMBINATI( 17.000 3.08E+3 17.000 3 5:COMBINATI( 17.000 5.31E+3 17.000 1 -3.78E+3 17.000 3 2 1:LOAD CASE 17.000 947.491 0.000 1 2:LOAD CASE 17.000 2.03E+3 0.000 1 3:LOAD CASE 17.000 13E+3 17.000 1 -372.944 17.000 3 4:COMBINATI( 17.000 2.98E+3 0.000 1 5:COMBINATI( 17.000 13.9E+3 17.000 1 3 1:LOAD CASE 17.000 1.04E+3 17.000 1 _ 2:LOAD CASE 17.000 2.03E+3 0.000 1 3:LOAD CASE 17.000. 10.4E+3 17.000 1 4:COMBINATI( 17.000 3.08E+3 17.000 1 5:COMBINATI( 17.000 11.5E+3 17.000 1 4 1:LOAD CASE 24.000 685.034 24.000 3 -675.432 24.000 1 2:LOAD CASE 24.000 0.000 24.000 3 -0.000 24.000 1 3:LOAD CASE 24.000 16.5E+3 0.000 1 4:COMBINATI( 24.000 685.034 24.000 3 -675.432 24.000 1 5:COMBINATI( 24.000 16.3E+3 0.000 1 5 1:LOAD CASE 24.000 685.034 0.000 3 -675.432 0.000 1 2:LOAD CASE 24.000 0.000 24.000 1 -0.000 24.000 3 3:LOAD CASE 24.000 10.7E+3 24.000 3 -1.53E+3 24.000 1 4:COMBINATI( 24.000 685.034 0.000 3 -675.432 0.000 1 5:COMBINATI( 24.000 10.9E+3 24.000 3 -1.8E+3 24.000 1 6 1:LOAD CASE 29.411 • 2:LOAD CASE 29.411 3:LOAD CASE 29.411 -65.1E+3 0.000 4:COMBINATI( 29.411 5:COMBINATI( 29.411 -65.1E+3 0.000 7 1:LOAD CASE 29.411 2:LOAD CASE 29.411 Print Time/Date: 21/05/201411:41 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 6of7 Software licensed to Job No 14021 Sheet No 7 Rev Part Job Title Lululemon TI WST Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI.std oat�1R18 21-May-2014 11:36 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam UC Length (ft) Stress (psi) d (ft) Comer Stress (psi) d (ft) Comer 3:LOAD CASE 29.411 4:COMBINATI( 29.411 5:COMBINATI( 29.411 8 1:LOAD CASE 29.411 2:LOAD CASE 29.411 3:LOAD CASE 29.411 -62.2E+3 0.000 4:COMBINATI( 29.411 5:COMBINATI( 29.411 -62.2E+3 0.000 9 1:LOAD CASE 29.411 2:LOAD CASE 29.411 3:LOAD CASE 29.411 4:COMBINATI( 29.411 5:COMBINATI( 29.411 Reaction Summary Horizontal Vertical Horizontal_ Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) Max FX 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Min FX 4 3:LOAD CASE -63.515 -45.232 0.000 0.000 0.000 0.000 Max FY 6 5:COMBINATI( -0.465 49.644 0.000 0.000 0.000 0.000 Min FY 4 3:LOAD CASE -63.515 -45.232 0.000 0.000 0.000 0.000 Max FZ 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Min FZ 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Max MX 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Min MX 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Max MY 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Min MY 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Max MZ 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 Min MZ 4 1:LOAD CASE 0.020 6.476 0.000 0.000 0.000 0.000 E7/7 Print Time/Date: 21/05/2014 11:41 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 7 of 7 Software licensed to Job No 14021 Sheet No 1 Rev Part Job Title Lululemon TI WST Modified Ref BY DSJ oate12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi oaten""1e 21-May-2014 11:50 R5.800 kip 3800 kip- '' 1.488 in --- -- --W12X50_ ---4.453in y{5.800 kip ai5.809 kip 1W 22-- / 38.600 kip 1.491 in W12X50 1.457 in W129E5000 kip 1.478 In - " - W14X159 \ HSSTS.5X5.5X0.375 ST5.5X5.5X0.375 W14X189 HSSTS.5X5.5X0.375 -HSST3.5X5.5X0.375N14X211- 1.382 in W14X88 1.390 in W14X68 1.379 in W14X159 W14X211 W14X159 8 1 £ 1--% Load 5 Diaplacemer.+ Displacement - in Whole Structure Loads 8kip:lft Displacements 2in: lft 5 COMBINATION LOAD CASE 5 (Input data was modified after picture taken) Job Information Engineer Checked Approved Name: DSJ DSJ JRH Date: 12-May-14 Structure Type PLANE FRAME Number of Nodes 11 Highest Node 11 Number of EElements 16 Highest Beam 16 Number of Basic Load Cases 3 Number of Combination Load Cases 2 Included in this rintout are data for. All I The Whole Structure 111 //in 25 Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 1 of 25 Software licensed to Job No 14021 Sheet No 2 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ client Menemsha File WST Lululemon TI Modifi DateRme 21-May-2014 11:50 Job Information Cont... Included in this ntout are results for load cases: Type L/C Name Primary 1 LOAD CASE 1 Primary 2 LOAD CASE 2 Primary 3 LOAD CASE 3 Combination 4 COMBINATION LOAD CASE 4 Combination 5 COMBINATION LOAD CASE 5 Nodes Node X (ft) Y (ft) Z (ft) 1 0.000 17.000 0.000 2 24.000 17.000 0.000 3 48.000 21.250 0.000 4 0.000 0.000 0.000 5 24.000 0.000 0.000 6 48.000 0.000 0.000 7 0.000 13.000 0.000 8 24.000 13.000 0.000 9 48.000 13.000 0.000 10 12.000 17.000 0.000 11 36.000 19.125 0.000 Beams Beam Node A Node B Length (ft) Property fl (degrees) 1 4 7 13.000 2 0 2 5 8 13.000 5 0 3 6 9 13.000 2 0 4 1 10 12.000 1 0 5 2 11 12.187 1 0 6 7 1 4.000 2 0 7 8 2 4.000 5 0 8 9 3 8.250 2 0 9 10 2 12.000 1 0 10 11 3 12.187 1 0 11 7 8 24.000 3 0 12 7 10 12.649 4 0 13 10 8 12.649 4 0 14 8 9 24.000 3 0 15 8 11 13.473 4 0 16 11 9 13.473 4 0 Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 2 of 25 Software licensed to Job No 14021 Sheet No 3 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-may -14 Chd DSJ C1ient Menemsha File WST Lululemon TI Modifi DateMme 21-May-2014 11:50 Section Properties Prop Section Area (in2) In, (in4) Ia (in4) J (in4) Material 1 W12X50 14.700 56.300 394.000 1.607 STEEL 2 W14X159 46.700 748.000 1.9E+3 19.387 STEEL 3 W14X68 20.000 121.000 723.000 2.814 STEEL 4 HSST5.5X5.5X0.375 6.880 29.700 29.700 47.698 STEEL 5 W14X211 62.000 1.03E+3 2.66E+3 44.431 STEEL Materials Mat Name E (kip/in2) v Density (kip/iin3) a (PF) 1 STEEL 29E+3 0.300 0.000 6E -6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E -6 3 ALUMINUM 10E+3 0.330 0.000 13E -6 4 CONCRETE 3.15E+3 0.170 0.000 5E -6 Supports Node X (kip/in) Y (kipTin) Z (kip/in) rX (kip'ft/deg) rY (kip"ft/deg) rZ (kip-ft/deg) 4 Fixed Fixed Fixed - - - 5 Fixed Fixed Fixed - - - 6 Fixed Fixed Fixed - - - Releases There is no data of this type. Basic Load Cases Number Name 1 LOAD CASE 1 2 LOAD CASE 2 3 LOAD CASE 3 Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 4 COMBINATION LOAD CASE 4 1 LOAD CASE 1 1.00 2 LOAD CASE 2 1.00 5 COMBINATION LOAD CASE 5 1 LOAD CASE 1 1.00 3 LOAD CASE 3 1.00 Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 3 of 25 Software licensed to Job No 14021 Sheet No 4 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Baden -nee 21-May-2014 11:50 Load Generators There is no data of this type. Node Loads : 1 LOAD CASE 1 Node FX (kip) FY (kip) FZ (kip) MX (kip'in) MY (kip -in) MZ (kip -in) 1 - -5.800 - - - - 2 - -5.800 - - - - 3 - -5.800 - - - - Selfweiqht : 1 LOAD CASE 1 Direction Factor Y -1.000 Node Loads : 2 LOAD CASE 2 Node FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 1 - -14.400 - - - - 2 - -14.400 - - - - 3 - -14.400 - - - - Node Loads : 3 LOAD CASE 3 Node FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 1 38.600 - - - - - 2 38.600 - - - - - 3 38.600 - - - - - ma-/m7,s Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTsefies 5) 20.07.10.41 Print Run 4 of 25 Software licensed to Job No 14021 Sheet No 5 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Date/me 21-May-2014 11:50 Node Displacement Summary Node L/C X (in) Y (in) Z (in) Resultant (in) rX (rad) rY (rad) rZ (rad) Max X 1 5:COMBINATI( 1.491 0.004 0.000 1.491 0.000 0.000 -0.002 Min X 7 1:LOAD CASE -0.000 -0.001 0.000 0.001 0.000 0.000 -0.000 Max Y 11 3:LOAD CASE 1.453 0.039 0.000 1.453 0.000 0.000 0.000 Min Y 10 5:COMBINATI( 1.457 -0.014 0.000 1.457 0.000 0.000 0.001 Max Z 1 1:LOAD CASE 0.000 -0.001 0.000 0.001 0.000 0.000 -0.000 Min Z 1 1:LOAD CASE 0.000 -0.001 0.000 0.001 0.000 0.000 -0.000 Max rX 1 1:LOAD CASE 0.000 -0.001 0.000 0.001 0.000 0.000 -0.000 Min rX 1 1:LOAD CASE 0.000 -0.001 0.000 0.001 0.000 0.000 -0.000 Max rY 1 1:LOAD CASE 0.000 -0.001 0.000 0.001 0.000 0.000 -0.000 Min rY 1 1:LOAD CASE 0.000 -0.001 0.000 0.001 0.000 0.000 -0.000 Max rZ 10 5:COMBINATIC 1.457 -0.014 0.000 1.457 0.000 0.000 0.001 Min rZ 5 5:COMBINATIC 0.000 0.000 0.000 0.000 0.000 0.000 -0.011 Max Rst 1 5:COMBINATI( 1.491 0.004 0.000 1.491 0.000 0.000 -0.002 Beam End Displacement Summary Displacements shown in italic indicate the presence of an offset Beam Node UC X (in) Y (in) Z (in) Resultant (in) Max X 4 1 5:COMBINATI( 1.491 0.004 0.000 1.491 Min X 1 7 1:LOAD CASE -0.000 -0.001 0.000 0.001 Max Y 5 11 3:LOAD CASE 1.453 0.039 0.000 1.453 Min Y 4 10 5:COMBINATIC 1.457 -0.014 0.000 1.457 Max Z 1 4 1:LOAD CASE 0.000 0.000 0.000 0.000 Min Z 1 4 1:LOAD CASE 0.000 0.000 0.000 0.000 Max Rst 4 1 5:COMBINATI( 1.491 0.004 0.000 1.491 Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam. Axial Shear Torsion Bending Beam Node L/C Fx (kip) Fy (kip) Fz (kip) Mx (kip -in) My (kip -in) Mz (kip -in) Max Fx 4 1 5:COMBINATI( 101.715 -2.674 0.000 0.000 0.000 -446.626 Min Fx 15 8 3:LOAD CASE -91.223 -0.583 0.000 0.000 0.000 -67.740 Max Fy 2 5 5:COMBINATI( 6.853 49.738 0.000 0.000 0.000 -0.000 Min Fy 7 8 5:COMBINATI( 14.589 -79.357 0.000 0.000 0.000 -4.72E+3 Max Fz 1 4 1:LOAD CASE 10.089 -0.150 0.000 0.000 0.000 0.000 Min Fz 1 4 1:LOAD CASE 10.089 -0.150 0.000 0.000 0.000 0.000 Max Mx 1 4 1:LOAD CASE 10.089 -0.150 0.000 0.000 0.000 0.000 Min Mx 1 4 1:LOAD CASE 10.089 -0.150 0.000 0.000 0.000 0.000 Max My 1 4 1:LOAD CASE 10.089 -0.150 0.000 0.000 0.000 0.000 Min My 1 4 1:LOAD CASE 10.089 -0.150 0.000 0.000 0.000 0.000 Max Mz 11 8 5:COMBINATI( -14.381 -11.256 -0.000 -0.000 -0.000 1.51E+3 Min Mz 2 8 5:COMBINATI( 4.115 49.738 -0.000 -0.000 -0.000 -7.76E+3 rn5 I mtt) Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 5 of 25 Software licensed to Job No 14021 Sheet No 6 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Mods Datetme 21-May-2014 11:50 Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A. Axial Shear Torsion Bending Beam LIC d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip -in) My (kip -in) Mz (kip in) Max Fx 4 5:COMBINATI( 0.000 101.715 -2.674 0.000 0.000 0.000 -446.626 Min Fx 15 3:LOAD CASE 0.000 -91.223 -0.583 0.000 0.000 0.000 -67.740 Max Fy 2 5:COMBINATI( 0.000 6.853 49.738 0.000 0.000 0.000 -0.000 Min Fy 7 5:COMBINATI( 0.000 14.589 -79.357 0.000 0.000 0.000 -4.72E+3 Max Fz 1 1:LOAD CASE 0.000 10.089 -0.150 0.000 0.000 0.000 0.000 Min Fz 1 1:LOAD CASE 0.000 10.089 -0.150 0.000 0.000 0.000 0.000 Max Mx 1 1:LOAD CASE 0.000 10.089 -0.150 0.000 0.000 0.000 0.000 Min Mx 1 1:LOAD CASE 0.000 10.089 -0.150 0.000 0.000 0.000 0.000 Max My 1 1:LOAD CASE 0.000 10.089 -0.150 0.000 0.000 0.000 0.000 Min My 1 1:LOAD CASE 0.000 10.089 -0.150 0.000 0.000 0.000 0.000 Max Mz 11 5:COMBINATIC 24.000 -14.381 -11.256 -0.000 -0.000 -0.000 1.51E+3 Min Mz 2 5:COMBINATI( 13.000 4.115 49.738 -0.000 -0.000 -0.000 -7.76E+3 Beam Combined Axial and Bending Stresses Summary Max Comp Max Tens Beam L/C Length (ft) Stress (psi) d (ft) Comer Stress (psi) d (ft) Comer 1 1:LOAD CASE 13.000 264.316 13.000 3 2:LOAD CASE 13.000 311.673 13.000 1 3:LOAD CASE 13.000 19.1E+3 13.000 1 -20.8E+3 13.000 3 4:COMBINATI( 13.000 568.406 13.000 3 5:COMBINATIC 13.000 19.1E+3 13.000 1 -20.6E+3 13.000 3 2 1:LOAD CASE 13.000 210.664 0.000 1 2:LOAD CASE 13.000 233.382 13.000 1 3:LOAD CASE 13.000 22.8E+3 13.000 1 -23E+3 13.000 3 4:COMBINATI( 13.000 443.629 0.000 1 5:COMBINATI( 13.000 23E+3 13.000 1 -22.9E+3 13.000 3 3 1:LOAD CASE 13.000 266.203 13.000 1 2:LOAD CASE 13.000 312.229 13.000 3 3:LOAD CASE 13.000 21.7E+3 13.000 1 -19.7E+3 13.000 3 4:COMBINATI( 13.000 569.738 13.000 1 5:COMBINATIC 13.000 22E+3 13.000 1 -19.6E+3 13.000 3 4 1:LOAD CASE 12.000 214.760 0.000 3 -142.347 0.000 1 2:LOAD CASE 12.000 17.056 0.000 1 -18.919 0.000 3 3:LOAD CASE 12.000 14E+3 0.000 1 -204.469 0.000 3 4:COMBINATI( 12.000 195.841 0.000 3 -125.291 0.000 1 5:COMBINATI( 12.000 13.8E+3 0.000 1 5 1:LOAD CASE 12.187 215.796 0.000 3 -191.149 0.000 1 2:LOAD CASE 12.187 13.914 12.187 3 -30.674 12.187 1 3:LOAD CASE 12.187 11.8E+3 0.000 1 -4.48E+3 0.000 3 4:COMBINATI( 12.187 194.980 0.000 3 -187.094 0.000 1 5:COMBINATI( 12.187 11.6E+3 0.000 1 -4.26E+3 0.000 3 Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 6 of 25 Software licensed to Job No 14021 Sheet No 7 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ oate12-May-14 ctw DSJ Client Menemsha File WST Lululemon TI Modifi oate/11me 21-May-2014 11:50 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam LJC Length (ft) Stress (psi) d (ft) Corner Stress (psi) d (ft) Comer 6 1:LOAD CASE 4.000 201.248 0.000 1 2:LOAD CASE 4.000 312.616 4.000 1 3:LOAD CASE 4.000 13.6E+3 0.000 1 -13.7E+3 0.000 3 4:COMBINATI( 4.000 511.274 0.000 1 5:COMBINATI( 4.000 13.8E+3 0.000 1 -13.6E+3 0.000 3 7 1:LOAD CASE 4.000 131.232 0.000 1 2:LOAD CASE 4.000 232.267 4.000 1 3:LOADCASE 4.000 14.1E+3 0.000 1 -13.8E+3 0.000 3 4:COMBINATI( 4.000 362.255 0.000 1 5:COMBINATI( 4.000 14.2E+3 0.000 1 -13.7E+3 0.000 3 8 1:LOAD CASE 8.250 229.125 0.000 1 2:LOAD CASE 8.250 314.346 8.250 3 3:LOAD CASE 8.250 14.9E+3 0.000 1 -14.4E+3 0.000 3 4:COMBINATI( 8.250 541.049 0.000 1 5:COMBINATI( 8.250 15E+3 0.000 1 -14.2E+3 0.000 3 9 1:LOAD CASE 12.000 242.392 12.000 3 -231.405 12.000 1 2:LOAD CASE 12.000 7.388 0.000 3 -22.333 0.000 1 3:LOAD CASE 12.000 1.63E+3 12.000 3 -10.3E+3 12.000 1 4:COMBINATI( 12.000 226.505 12.000 3 -230.463 12.000 1 5:COMBINATI( 12.000 1.87E+3 12.000 3 -10.6E+3 12.000 1 10 1:LOAD CASE 12.187 164.943 12.187 3 -134.849 12.187 1 2:LOAD CASE 12.187 25.132 12.187 1 -25.463 12.187 3 3:LOAD CASE 12.187 -8.95E+3 0.000 1 4:COMBINATI( 12.187 139.479 12.187 3 -109.717 12.187 1 5:COMBINATI( 12.187 -8.97E+3 0.000 1 11 1:LOAD CASE 24.000 343.976 24.000 3 -461.670 24.000 1 2:LOAD CASE 24.000 6.594 24.000 3 -4.739 24.000 1 3:LOAD CASE 24.000 14.2E+3 0.000 1 -15.5E+3 0.000 3 4:COMBINATi( 24.000 350.570 24.000 3 -466.409 24.000 1 5:COMBINATI( 24.000 13.9E+3 24.000 3 -15.4E+3 24.000 1 12 1:LOAD CASE 12.649 489.403 0.000 3 -231.592 0.000 1 2:LOAD CASE 12.649 1.318 12.649 1 -4.668 12.649 3 3:LOAD CASE 12.649 -18.9E+3 0.000 1 4:COMBINATI( 12.649 488.769 0.000 3 -234.308 0.000 1 5:COMBINATI( 12.649 -18.4E+3 0.000 1 13 1:LOAD CASE 12.649 587.798 12.649 3 -191.437 12.649 1 2:LOAD CASE 12.649 16.758 12.649 3 3:LOAD CASE 12.649 18.7E+3 12.649 3 4:COMBINATI( 12.649 604.556 12.649 3 -182.077 12.649 1 5:COMBINATI( 12.649 19.3E+3 12.649 3 14 1:LOAD CASE 24.000 363.671 0.000 3 -451.149 0.000 1 2:LOAD CASE 24.000 3.020 0.000 3 -3.059 0.000 1 3:LOAD CASE 24.000 15.4E+3 24.000 3 -13.2E+3 24.000 1 4:COMBINATI( 24.000 366.691 0.000 3 -454.208 0.000 1 5:COMBINATI( 24.000 15.7E+3 24.000 3 -13.5E+3 24.000 1 Print Time/Date: 21 /05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 7 of 25 • Software licensed to Job No 14021 Sheet No 8 Rev Part Job Tale Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Pate/Time 21-May-2014 11:50 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam LVC Length (ft) Stress (psi) d (ft) Comer Stress (psi) d (ft) Comer 15 1:LOAD CASE 13.473 539.364 0.000 3 -227.495 0.000 1 2:LOAD CASE 13.473 21.504 13.473 3 3:LOAD CASE 13.473 -19.5E+3 0.000 1 4:COMBINATI( 13.473 558.366 0.000 3 -209.985 0.000 1 5:COMBINATI( 13.473 -19E+3 0.000 1 16 1:LOAD CASE 13.473 485.577 13.473 3 -227.688 13.473 1 2:LOAD CASE 13.473 8.026 0.000 1 -8.048 0.000 3 3:LOAD CASE 13.473 13.5E+3 13.473 3 4:COMBINATI( 13.473 490.793 13.473 3 -232.925 13.473 1 5:COMBINATI( 13.473 14E+3 13.473 3 Reaction Summary Horizontal Vertical Horizontal Moment Node UC FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip in) MZ (kip -in) Max FX 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Min FX 5 5:COMBINATI( -49.738 6.853 0.000 0.000 0.000 0.000 Max FY 6 5:COMBINATI( -33.765 58.326 0.000 0.000 0.000 0.000 Min FY 4 3:LOAD CASE -32.447 -41.326 0.000 0.000 0.000 0.000 Max FZ 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Min FZ 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Max MX 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Min MX 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Max MY 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Min MY 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Max MZ 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 Min MZ 4 1:LOAD CASE 0.150 10.089 0.000 0.000 0.000 0.000 m$Jm2y Print Time/Date: 21 /05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Pant Run 8 of 25 Software licensed to Job No 14021 Sheet No 9 Rev Part Job Tine Lululemon TI WST Modified Ref By DSJ D81e12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Date/Time 21-May-2014 11:50 Steel Design (Track 2) Beam 1 Check 1 ************* * 1 = I MEMBER 1 * I AISC SECTIONS * I ST W14X159 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 13.00 --->1 ************* 421.8 (KIP -FEET) PARAMETER IN KIP INCH KL/R-Y= 38.98 I L3 KL/R-Z= 24.46 + UNL = 156.00 I L3 L3 CB = 1.00 + CMY = 0.85 I L3 CMZ = 0.85 + L3 L3 FYLD = 36.00 ILO NSF = 1.00 +---+---+---+---+---+---+- DFF = 0.00 -23.4 dff= 0.00 ABSOLUTE MZ ENVELOPE (WITH LOAD NO.) L3 L3 PROPERTIES IN INCH UNIT AX = 46.70 AY = 9.93 AZ = 24.76 SY = 96.11 SZ = 253.67 RY = 4.00 RZ = 6.38 L3 STRESSES L3 IN KIP INCH MAX FORCE/ MOMENT SUMMARY (KIP -FEET) FA = 21.60 fa = 0.88 FCZ = 23.76 FTZ = 23.76 FCY = 27.00 FTY = 27.00 fbz = 19.95 fby = 0.00 Fey = 98.28 Fez = 249.65 FV = 14.40 fv = 3.27 AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 8.808E-01 3 41.33 T 0.00 -421.82 13.00 * * ************************************************************************** 1 ST W14X159 (AISC SECTIONS) PASS AISC- H2-1 0.881 41.33 T 0.00 -421.82 3 13.00 Print Time/Date: 21 /05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 9 of 25 Software licensed to Job No Sheet No 10 14021 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Cent Menemsha File WST Lululemon TI Modifi DateRme 21-May-2014 11:50 Steel Design (Track 2) Beam 2 Check 1 ************* * MEMBER 2 * * DESIGN CODE * AISC-1989 * * * ************* 1 1 AISC SECTIONS I ST W14X211 1 ==1 l<---LENGTH (FT)= 13.00 --->1 PROPERTIES IN INCH UNIT AX = 62.00 --Z AY = 13.44 AZ = 33.14 __= SY = 130.38 SZ = 338.42 RY = 4.08 RZ = 6.55 646.6 (KIP -FEET) PARAMETER 1 L5 STRESSES IN KIP INCH 1 L5 IN KIP INCH + L5 L5 KL/R-Y= 38.27 I L5 FA = 21.60 KL/R-Z= 23.82 + L5 fa = 0.10 UNL = 156.00 I L5 FCZ = 23.76 CB = 1.00 + FTZ = 23.76 CMY = 0.85 I L5 L5 FCY = 27.00 CMZ = 0.85 + L5 FTY = 27.00 FYLD = 36.00 ILO fbz = 22.92 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 -35.9 Fey = 101.94 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 263.26 (WITH LOAD NO.) FV = 14.40 fv = 3.70 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ * FX MY MZ LOCATION PASS AISC- H2-1 9.692E-01 3 6.21 T 0.00-646.32 13.00 * * ************************************************************************** 2 ST W14X211 (AISC SECTIONS) PASS AISC- H2-1 0.969 6.21 T 0.00-646.32 3 13.00 Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 10 of 25 FP.; 411110 Software licensed to Job No 14021 Sheet No 11 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ °ate12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi eM"1e 21-May-2014 11:50 Steel Design (Track 2) Beam 3 Check 1 ************* * I = = I MEMBER 3 * I AISC SECTIONS * l ST W14X159 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 13.00 --->I ************* PROPERTIES IN INCH UNIT AX = 46.70 AY = 9.93 AZ = 24.76 SY = 96.11 SZ = 253.67 RY = 4.00 RZ = 6.38 438.9 (KIP -FEET) PARAMETER 1 L5 STRESSES IN KIP INCH 1 L5 L5 IN KIP INCH + L5 KL/R-Y= 38.98 I L5 FA = 19.27 KL/R-Z= 24.46 + L5 fa = 1.20 UNL = 156.00 I L5 L5 FCZ = 23.76 CB = 1.00 + FTZ = 23.76 CMY = 0.85 I L5 L5 FCY = 27.00 CMZ = 0.85 + L5 FTY = 27.00 FYLD = 36.00 ILO fbz = 20.76 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 -24.4 Fey = 98.28 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 249.65 (WITH LOAD NO.) FV = 14.40 fv = 3.40 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION == PASS AISC- H1-3 9.364E-01 5 56.26 C 0.00 -438.94 13.00 * * ************************************************************************** * 3 ST W14X159 (AISC SECTIONS) PASS AISC- H1-3 0.936 56.26 C 0.00 -438.94 5 13.00 mii/m2.5 Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 11 of 25 A 4F; Software licensed to Job No 14021 Sheet No 12 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Defe12-may -14 Chd DSJ client Menemsha Fib WST Lululemon TI Modifi Bahai 1e 21-May-2014 11:50 Steel Design (Track 2) Beam 4 Check 1 ************* * ______=====1 MEMBER 4 * I AISC SECTIONS 1 * I ST W12X50 DESIGN CODE * I I AISC-1989 * * 1 * I< ---LENGTH (FT)= 12.00 --->1 ************* PROPERTIES IN INCH UNIT AX = 14.70 AY = 4.12 AZ = 6.91 SY = 13.94 SZ = 64.64 RY = 1.96 RZ = 5.18 38.2 (KIP -FEET) PARAMETER IL3 STRESSES IN KIP INCH I L3 IN KIP INCH + L3 L3 KL/R-Y= 73.58 I L5 KL/R-Z= 27.81 + L5 UNL = 144.00 I L5 CB = 1.00 + CMY = 0.85 I L5 L5 CMZ = 0.85 + FYLD = 36.00 I NSF = 1.00 +---+---+---+---+---+---t---+---t- DFF 0.00 -0.5 dff= 0.00 ABSOLUTE MZ ENVELOPE (WITH LOAD NO.) FA = 16.05 fa = 6.88 FCZ = 21.60 FTZ = 21.60 FCY = 27.00 L5 FTY = 27.00 L5 fbz = 7.09 +---I fby = 0.00 Fey = 27.58 Fez 193.02 FV = 14.40 fv = 0.74 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-1 7.180E-01 101.18 C 0.00 -38.18 3 0.00 * * * * * * * ************************************************************************** 4 ST W12X50 (AISC SECTIONS) PASS AISC- H1-1 0.718 101.18 C 0.00 -38.18 3 0.00 m 12 /m2* Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 12 of 25 Software licensed to Job No 14021 Sheet No 13 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ client Menemsha Fib WST Lululemon TI Modifi Datw" 21-May-2014 11:50 Steel Design (Track 2) Beam 5 Check 1 ************* * MEMBER 5 * * DESIGN CODE * AISC-1989 * * * ************* AISC SECTIONS ST W12X50 I< ---LENGTH (FT)= 12.19 --->1 43.9 (KIP -FEET) PARAMETER IL3 IN KIP INCH I L3 + L3 KL/R-Y= 74.73 1 L3 KL/R-Z= 28.25 + L5 UNL = 146.24 1 CB = 1.00 + L5 CMY 0.85 1 L5 CMZ = 0.85 + L3 FYLD = 36.00 I L3 NSF 1.00 +---+---+---+---+---+---+---+---+- DFF = 0.00 -1.1 dff= 0.00 ABSOLUTE MZ ENVELOPE (WITH LOAD NO.) PROPERTIES IN INCH UNIT AX = 14.70 --Z AY = 4.12 AZ = 6.91 SY = 13.94 SZ = 64.64 RY = 1.96 RZ = 5.18 STRESSES IN KIP INCH FA = 15.93 fa = 3.67 FCZ = 21.60 L5 FTZ = 21.60 L5 FCY = 27.00 FTY = 27.00 fbz = 8.15 +---I fby = 0.00 Fey = 26.74 Fez = 187.15 FV = 14.40 fv = 1.20 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-1 5.573E-01 53.94 C 0.00 -43.88 3 0.00 * * * ************************************************************************** 5 ST W12X50 (AISC SECTIONS) PASS AISC- H1-1 0.557 53.94 C 0.00 -43.88 3 0.00 aojrn2S Print Time/Date: 21 /05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 13 of 25 Software licensed to Job No Sheet No 14021 14 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ client Menemsha Fib WST Lululemon TI Modifi Datelmne 21-May-2014 11:50 Steel Design (Track 2) Beam 6 Check 1 ************* * 1 MEMBER 6 * 1 * I DESIGN CODE * 1 AISC-1989 * AISC SECTIONS ST W14X159 * I< ---LENGTH (FT)= ************* 1 4.00 --->1 PROPERTIES IN INCH UNIT AX = 46.70 AY = 9.93 AZ = 24.76 SY = 96.11 SZ = 253.67 RY = 4.00 RZ = 6.38 289.7 (KIP -FEET) PARAMETER IL5 STRESSES IN KIP INCH I L5 IN KIP INCH + L5 L5 KL/R-Y= 11.99 1 L5 FA = 21.05 KL/R-Z= 7.53 + fa = 0.08 UNL = 48.00 1 L5 L3 FCZ = 23.76 CB = 1.00 + FTZ = 23.76 CMY = 0.85 1 L3 FCY = 27.00 CMZ = 0.85 + L3 L3 FTY = 27.00 FYLD = 36.00 I L3 fbz = 13.70 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 24.2 Fey =1038.13 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =2636.97 (WITH LOAD NO.) FV = 14.40 fv = 6.35 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-3 5.806E-01 5 3.76 C 0.00-289.68 0.00 * * ************************************************************************** * * * * 6 ST W14X159 (AISC SECTIONS) PASS AISC- H1-3 0.581 3.76 C 0.00-289.68 5 0.00 fn(4`Jfl Print TimelDate: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 14 of 25 4.,.....1 Software licensed to Job No 14021 Sheet No 15 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Bate/Time 21-May-2014 11:50 Steel Design (Track 2) Beam 7 Check 1 ************* * I MEMBER 7 * I AISC SECTIONS * I ST W14X211 DESIGN CODE * I AISC-1989 * ___________ * * l<---LENGTH (FT)= 4.00 --->I ************* PROPERTIES IN INCH UNIT AX = 62.00 --Z AY = 13.44 AZ = 33.14 SY = 130.38 SZ = 338.42 RY = 4.08 RZ = 6.55 393.7 (KIP -FEET) PARAMETER IL5 STRESSES IN KIP INCH I L5 L5 IN KIP INCH + L5 KL/R-Y= 11.78 I L5 FA = 21.06 KL/R-Z= 7.33 + L5 fa = 0.24 UNL = 48.00 I L5 L5 FCZ = 23.76 CB = 1.00 + FTZ = 23.76 CMY = 0.85 I L5 L5 FCY = 27.00 CMZ = 0.85 + L5 FTY = 27.00 FYLD = 36.00 I L5 fbz = 13.96 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 58.6 Fey =1076.75 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =2780.73 (WITH LOAD NO.) FV = 14.40 fv = 5.90 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-3 5.987E-01 5 14.59 C 0.00 -393.69 0.00 * * * * ************************************************************************** 7 ST W14X211 (AISC SECTIONS) PASS AISC- H1-3 0.599 14.59 C 0.00 -393.69 5 0.00 11+51rn25 Print Time/Date: 21/O5/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 15 of 25 t!:''' Software licensed to Job No 14021 Sheet No 16 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date1 2-May-14 Chd DSJ Client Menemsha Fib WST Lululemon TI Modifi paten -wee 21-May-2014 11:50 Steel Design (Track 2) Beam 8 Check 1 ************* * I SS MEMBER 8 * I AISC SECTIONS 1 * I ST W14X159 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 8.25 --->1 ************* PROPERTIES IN INCH UNIT AX = 46.70 AY = 9.93 AZ = 24.76 SY = 96.11 SZ = 253.67 RY = 4.00 RZ = 6.38 310.1 (KIP -FEET) PARAMETER IL3 STRESSES IN KIP INCH I L3 IN KIP INCH + L3 L3 KL/R-Y= 24.74 I L3 FA = 20.30 KL/R-Z= 15.52 + fa = 0.40 UNL = 99.00 I L3 FCZ = 23.76 CB = 1.00 + L3 FTZ = 23.76 CMY = 0.85 I L5 FCY = 27.00 CMZ = 0.85 + L5 FTY = 27.00 FYLD = 36.00 I L5 L3 fbz = 14.60 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 -8.2 Fey = 244.04 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 619.89 (WITH LOAD NO.) FV = 14.40 fv = 3.86 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION * PASS AISC- H1-3 6.342E-01 5 18.74 C 0.00 -308.62 0.00 * * ************************************************************************** 8 ST W14X159 (AISC SECTIONS) PASS AISC- H1-3 0.634 18.74 C 0.00 -308.62 5 0.00 ► ilgint5 Print Time/Date: 21 /05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 16 of 25 FIN"' dIPIP Al Software licensed to Job No 14021 Sheet No 17 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha Fife WST Lululemon TI Modifi DateRme 21-May-2014 11:50 Steel Design (Track 2) Beam 9 Check 1 ************* MEMBER 9 * 1 AISC SECTIONS 1 * I ST W12X50 1 DESIGN CODE * 1 AISC-1989 * * * I< ---LENGTH (FT)= 12.00 --->1 ************* PROPERTIES IN INCH UNIT AX = 14.70 --Z AY = 4.12 AZ = 6.91 __= SY = 13.94 SZ = 64.64 RY = 1.96 RZ = 5.18 33.5 (KIP -FEET) PARAMETER I L5 STRESSES IN KIP INCH I L5 IN KIP INCH + L5 L5 KL/R-Y= 73.58 I L5 FA = 21.60 KL/R-Z= 27.81 + fa = 4.34 UNL = 144.00 I L3 L3 FCZ = 21.60 CB = 1.00 + FTZ = 21.60 CMY = 0.85 I L3 FCY = 27.00 CMZ = 0.85 + L3 L3 FTY = 27.00 FYLD = 36.00 IL3 fbz = 6.21 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 -0.7 Fey = 27.58 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 193.02 (WITH LOAD NO.) FV = 14.40 fv = 0.73 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 4.888E-01 63.87 T 0.00 33.47 5 12.00 * * * * * * * ************************************************************************** 9 ST W12X50 (AISC SECTIONS) PASS AISC- H2-1 0.489 63.87 T 0.00 33.47 5 12.00 m i7 /rn2S Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 17 of 25 It1117 Software licensed to Job No 14021 Part Sheet No 18 Rev Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 chd DSJ Client Menemsha File WST Lululemon TI Modifi Date/nme 21-May-2014 11:50 Steel Design (Track 2) Beam 10 Check 1 ************* * I===== MEMBER 10 * 1 AISC SECTIONS * I ST W12X50 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= ************* 12.19 --->1 PROPERTIES IN INCH UNIT AX = 14.70 AY = 4.12 AZ = 6.91 SY = 13.94 SZ = 64.64 RY = 1.96 RZ = 5.18 19.8 (KIP -FEET) PARAMETER IL5 STRESSES IN KIP INCH I L3 IN KIP INCH + L3 KL/R-Y= 74.73 I FA = 21.60 KL/R-Z= 28.25 + L3 fa = 5.29 UNL = 146.24 I L3 FCZ = 21.60 CB = 1.00 + L3 FTZ = 21.60 CMY = 0.85 I L3 L3 FCY = 27.00 CMZ = 0.85 + L3 L3 FTY = 27.00 FYLD = 36.00 I L5 fbz = 3.68 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.6 Fey = 26.74 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 187.15 (WITH LOAD NO.) FV = 14.40 fv = 0.62 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS • AISC- H2-1 4.152E-01 5 77.70 T 0.00 19.85 0.00 * * * ************************************************************************** 10 ST W12X50 (AISC SECTIONS) PASS AISC- H2-1 0.415 77.70 T 0.00 19.85 5 0.00 m 10/m25 Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 18 of 25 an Software licensed to Job No 14021 Sheet No 19 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha Fib WST Lululemon TI Modifi Date/rime 21-May-2014 11:50 Steel Design (Track 2) Beam 11 Check 1 ************* * 1 =_= MEMBER 11 * 1 AISC SECTIONS 1 * 1 ST W14X68 DESIGN CODE * 1 I AISC-1989 * * * I< ---LENGTH (FT)= 24.00 --->1 ************* Y PROPERTIES IN INCH UNIT AX = 20.00 AY = 5.32 AZ = 9.63 SY = 24.12 SZ = 102.99 RY = 2.46 RZ = 6.01 127.6 (KIP -FEET) PARAMETER IL3 L5 STRESSES IN KIP INCH I IN KIP INCH + L3 L5 KL/R-Y= 117.09 I L3 L5 FA = 21.60 KL/R-Z= 47.90 + fa = 0.66 UNL = 288.00 I L5 L3 FCZ = 21.44 CB = 1.00 + L5 L3 FTZ = 21.60 CMY = 0.85 I FCY = 27.00 CMZ = 0.85 + FTY = 27.00 FYLD = 36.00 I L5 fbz = 14.87 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 -2.4 Fey = 10.89 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 65.08 (WITH LOAD NO.) FV = 14.40 fv = 1.96 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION * * * * * PASS AISC- H2-1 7.189E-01 3 13.20 T 0.00 -127.61 0.00 * * ************************************************************************** 11 ST W14X68 (AISC SECTIONS) PASS AISC- H2-1 0.719 13.20 T 0.00 -127.61 3 0.00 mi9/m25' Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 PrintRun19of25 APAPP- Software licensed to Job No 14021 Sheet No 20 Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ client Menemsha File WST Lululemon TI Modifi Date/TI" 21-May-2014 11:50 Steel Design (Track 2) Beam 12 Check 1 ************* * I====== I Y PROPERTIES IN INCH UNIT MEMBER 12 * 1 AISC SECTIONS 1 AX = 6.88 * I ST HSST5.5X5.5X0.375 1 --Z AY = 2.98 DESIGN CODE * I 1 AZ = 2.98 AISC-1989 * SY = 10.80 * SZ = 10.80 * I< ---LENGTH (FT)= 12.65 --->1 RY = 2.08 ************* RZ = 2.08 PARAMETER 5.7 (KIP -FEET) IL3 IN KIP INCH I L3 L3 STRESSES IN KIP INCH KL/R-Y= 73.06 I L5 FA = 27.60 KL/R-Z= 73.06 + L5 fa = 12.56 UNL = 151.79 I L5 FCZ = 30.36 CB = 1.00 + L5 FTZ = 30.36 CMY = 0.85 I L5 FCY = 30.36 CMZ = 0.85 + L5 L5 FTY = 30.36 FYLD = 46.00 I L5 fbz = 6.32 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 -0.2 Fey = 27.98 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 27.98 (WITH LOAD NO.) FV = 18.40 fv = 0.18 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION * PASS AISC- H2-1 6.634E-01 3 86.44 T 0.00 -5.69 0.00 * * ************************************************************************** 12 ST HSST5.5X5.5X0.375 PASS 86.44 T (AISC SECTIONS) AISC- H2-1 0.663 0.00 -5.69 3 0.00 Pilo/m4.s Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 20 of 25 Fffil7 Software licensed to Job No 14021 Sheet No 21 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Dete12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Bete/Time 21-May-2014 11:50 Steel Design (Track 2) Beam 13 Check 1 Y PROPERTIES ************* * _ l IN INCH UNIT 1= _ =I MEMBER 13 * 1 AISC SECTIONS 1 AX = 6.88 * 1 ST HSST5.5X5.5X0.375 1 --Z AY = 2.98 DESIGN CODE * 1 I AZ = 2.98 AISC-1989 * _- SY = 10.80 * SZ = 10.80 * I< ---LENGTH (FT)= 12.65 >1 RY = 2.08 ************* RZ = 2.08 5.7 (KIP -FEET) PARAMETER 1 L5 STRESSES IN KIP INCH 1 L5 IN KIP INCH + L5 KL/R-Y= 73.06 1 L3 FA = 19.25 KL/R-Z= 73.06 + L3 fa = 12.99 UNL = 151.79 I FCZ = 30.36 CB = 1.00 + L3 FTZ = 30.36 CMY = 0.85 IL3 L3 FCY = 30.36 CMZ = 0.85 + L3 FTY = 30.36 FYLD = 46.00 I L3 L3 fbz = 6.30 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 -0.1 Fey = 27.98 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 27.98 (WITH LOAD NO.) FV = 18.40 fv = 0.22 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION * FAIL AISC- H1-1 • 1.004E+00 5 89.35 C 0.00 5.67 12.65 * ************************************************************************** * 13 ST HSST5.5X5.5X0.375 (AISC SECTIONS) FAIL AISC- H1-1 1.004 89.35 C 0.00 5.67 5 12.65 m2i/MV Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 21 of 25 R Software licensed to Job No 14021 Sheet No 22 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Date/1 me 21-May-2014 11:50 Steel Design (Track 2) Beam 14 Check 1 ************* * 1==== ==__=___=== MEMBER 14 * I AISC SECTIONS * I ST W14X68 DESIGN CODE * I AISC-1989 * _________ * * I< ---LENGTH (FT)= 24.00 --->1 ************* PROPERTIES IN INCH UNIT AX = 20.00 AY = 5.32 AZ = 9.63 SY = 24.12 SZ = 102.99 RY = 2.46 RZ = 6.01 125.3 (KIP -FEET) PARAMETER IL3 L5 STRESSES IN KIP INCH I IN KIP INCH + L3 L5 KL/R-Y= 117.09 I L3 L5 FA = 10.70 KL/R-Z= 47.90 + fa = 1.06 UNL = 288.00 I L5 L3 FCZ = 21.44 CB = 1.00 + L5 L3 FTZ = 21.60 CMY = 0.85 I FCY = 27.00 CMZ = 0.85 + FTY = 27.00 FYLD = 36.00 I L1 fbz = 14.59 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 -5.1 Fey = 10.89 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 65.08 (WITH LOAD NO.) FV = 14.40 fir = 2.04 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * * * DESIGN SUMMARY (KIP -FEET) * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-3 7.796E-01 21.17 C 0.00 125.25 5 24.00 * * * * * ************************************************************************** 14 ST W14X68 (AISC SECTIONS) PASS AISC- H1-3 0.780 21.17 C 0.00 125.25 5 24.00 mu/»ns Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 22 of 25 en Software licensed to Jab No 14021 Sheet No 23 Rev Part Job me Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha F11e WST Lululemon TI Modifi DateRme 21-May-2014 11:50 Steel Design (Track 2) Beam 15 Check 1 Y ************* * 1=----==____-= =---=1 MEMBER 15 * I AISC SECTIONS I * I ST HSST5.5X5.5X0.375 I DESIGN CODE * I 1 AISC-1989 * ___ = * * I< ---LENGTH (FT)= 13.47 >1 ************* PROPERTIES IN INCH UNIT AX = 6.88 AY = 2.98 AZ = 2.98 SY = 10.80 SZ = 10.80 RY = 2.08 RZ = 2.08 5.6 (KIP -FEET) PARAMETER IL3 STRESSES IN KIP INCH 1 L3 IN KIP INCH + L3 KL/R-Y= 77.81 I L5 FA = 27.60 KL/R-Z= 77.81 + L5 fa = 13.26 UNL = 161.67 I L5 FCZ = 30.36 CB = 1.00 + L5 FTZ = 30.36 CMY = 0.85 1 L5 L5 FCY = 30.36 CMZ = 0.85 + L5 FTY = 30.36 FYLD = 46.00 I L3 fbz = 6.27 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 -0.1 Fey = 24.66 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 24.66 (WITH LOAD NO.) FV = 18.40 fv = 0.20 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 6.870E-01 3 91.22 T 0.00 -5.64 0.00 * * * * * ************************************************************************** 15 ST HSST5.5X5.5X0.375 (AISC SECTIONS) PASS AISC- H2-1 0.687 91.22 T 0.00 -5.64 3 0.00 Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 23 of 25 Software licensed to Job No 14021 Sheet No 24 Rev Part Job -rifle Lululemon TI WST Modified Ref By DSJ Date12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi Daternme 21-May-2014 11:50 Steel Desiqn (Track 2) Beam 16 Check 1 Y ************* * 1 I MEMBER 16 * I AISC SECTIONS 1 * I ST HSST5.5X5.5X0.375 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 13.47 --->1 ************* PROPERTIES IN INCH UNIT AX = 6.88 AY = 2.98 AZ = 2.98 SY = 10.80 SZ = 10.80 RY = 2.08 RZ = 2.08 5.1 (KIP -FEET) PARAMETER I L5 STRESSES IN KIP INCH 1 L5 IN KIP INCH + L5 KL/R-Y= 77.81 I L3 FA = 18.46 KL/R-Z= 77.81 + L3 fa = 8.36 UNL = 161.67 1 FCZ = 30.36 CB = 1.00 + L3 FTZ = 30.36 CMY = 0.85 IL3 L3 FCY = 30.36 CMZ = 0.85 + L3 FTY = 30.36 FYLD = 46.00 I L3 L3 fbz = 5.64 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 -0.1 Fey = 24.66 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 24.66 (WITH LOAD NO.) FV = 18.40 fv = 0.19 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * RESULT/ CRITICAL COND/ RATIO/ LOADING/ * FX MY MZ LOCATION PASS AISC- H1-1 6.914E-01 5 57.49 C 0.00 5.07 13.47 * * ************************************************************************** 16 ST HSST5.5X5.5X0.375 (AISC SECTIONS) PASS AISC- H1-1 0.691 57.49 C 0.00 5.07 5 13.47 14211mzs Print Time/Date: 21/05/2014 11:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 24 of 25 F-4041 Software licensed to Job No 14021 Sheet No 25 Rev Part Job Title Lululemon TI WST Modified Ref By DSJ °ete12-May-14 Chd DSJ Client Menemsha File WST Lululemon TI Modifi °ateim" 21-May-2014 11:50 Utilization Ratio Beam Analysis Property Design Property Actual Ratio Allowable! Ratio Ratio (Act./Allow.) Clause LJC Ax (in2) Iz (in4) ly (in4) Ix (in4) 1 W14X159 W14X159 0.881 1.000 0.881 AISC- H2-1 3 46.700 1.9E+3 748.000 19.800 2 W14X211 W14X211 0.969 1.000 0.969 AISC- H2-1 3 62.000 2.66E+3 1.03E+3 44.600 3 W14X159 W14X159 0.936 1.000 0.936 AISC- H1-3 5 46.700 1.9E+3 748.000 19.800 4 W12X50 W12X50 0.718 1.000 0.718 AISC- H1-1 3 14.700 394.000 56.300 1.780 5 W12X50 W12X50 0.557 1.000 0.557 AISC- H1-1 3 14.700 394.000 56.300 1.780 6 W14X159 W14X159 0.581 1.000 0.581 AISC- H1-3 5 46.700 1.9E+3 748.000 19.800 7 W14X211 W14X211 0.599 1.000 0.599 AISC- H1-3 5 62.000 2.66E+3 1.03E+3 44.600 8 W14X159 W14X159 0.634 1.000 0.634 AISC- H1-3 5 46.700 1.9E+3 748.000 19.800 9 W12X50 W12X50 0.489 1.000 0.489 AISC- H2-1 5 14.700 394.000 56.300 1.780 10 W12X50 W12X50 0.415 1.000 0.415 AISC- H2-1 5 14.700 394.000 56.300 1.780 11 W14X68 W14X68 0.719 1.000 0.719 AISC- H2-1 3 20.000 723.000 121.000 3.020 12 HSST5.5X5. HSST5.5X5. 0.663 1.000 0.663 AISC- H2-1 3 6.880 29.700 29.700 49.000 13 HSST5.5X5. HSST5.5X5. 1.004 1.000 1.004 AISC- H1-1 5 6.880 29.700 29.700 49.000 14 W14X68 W14X68 0.780 1.000 0.780 AISC- H1-3 5 20.000 723.000 121.000 3.020 15 HSST5.5X5. HSST5.5X5. 0.687 1.000 0.687 AISC- H2-1 3 6.880 29.700 29.700 49.000 16 HSST5.5X5. HSST5.5X5. 0.691 1.000 0.691 AISC- H1-1 5 6.880 29.700 29.700 49.000 Failed Members Beam Analysis Property Design Property Actual Ratio Allowabll Ratio I Ratio (Act./Allow.) Clause UC Ax (in2) Iz (in4) ly (in4) Ix (in4) 13 HSST5.5X5. HSST5.5X5. 1.004 1.000 1.004 AISC- H1-1 5 6.880 29.700 29.700 49.000 m25/m7.5 Print Time/Date: 21/05/201411:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 25 of 25 GOL vM(4 Cy L a a P 3381,t 3 y = /0 3O in t( w'8x2g w� PA4TES FLAN a &- p L 1lG UG& 44oN 7enAt/I- /MP/ ©k ,w '7 BY: Date: ? �01/e✓J%ON at/3 /Mr '/f CO C'N1.v p h/17 - vP PRopeQ7/E5 Checked: Date: HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: nE Scale: Sheet: G 1 /C 5 CCLvrJS i4-r at S $o Ar4D & 8Q kV / X'/s9 PR7PP-n'Ti�Er ry Sy A (E> viJ z 7 of/ PLA7F-r P4,4N 4 S&O I ci3z" I ! S S/e. PLAN L 8 & 0). yl . 2vz` /s/3Z' (•) W $ x if - 19 5a in I 2 SS in 3 8 1 - t.0 4 /0 d n3 J 52, 5- VI 61- 8s,Gz L(IL vLE-MON re, VAryl- /M/ QovvM&r✓T BY: Date: C O L 1/M/-1 P tU /LT - (/P P12oPf«"S Checked: Date: Job #: uc nc HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: C2/c5 , v B n vp e xis Tim 14✓/2X5'0 ® 7-/eS5; /14Iti2- (6) w/ z x i lc _TX A 6 6 9 1h' (0S•5in y /it,07,13 /S,ej?1 It 1/2rix��ZN i I9 X/O 1/Z" �""� l�J r/i 2 X / 4 BC�tnl SEC /on/ L VL v t440/v 7&-vA r //W/okene- r By: Date: R-5 0-01/A1-s'7 wv / le/M- j / Checked: Date: HARBOR CONSULTING ENGINEERS, INC. Job #: nc Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: C 3/C S Checked: Date: Job #: HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: Cl/CS DRY CONNECT/ON Checked: Date: Job #: UC fCSeattle, HARBOR CONSULTING ENGINEERS, INC. Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: COLUMN BASE CONNECTION uc nc Harbor Consulting Engineers, Inc. STRUCTURAL ENGINEERING CALCULATIONS for the LULULEMON TENANT IMPROVEMENT ROD BRACED FRAME MODIFICATION ALTERNATE DESIGN REVISION Westfield Shoppingtown Southcenter Tukwila, WA EXPIRES `O/? 2o/'1 17 July 2014 Prepared for: R. MILLER, Inc. Contact: Mr. Peter Meyer 18321 98th Ave N.E. Suite 1 Bothell, WA 98011 Tel: (425)-775-3822 Prepared bv: Harbor Consulting Engineers, Inc. 3006 Fuhrman Avenue East Seattle, WA 98102 o 1 of 2 REVIEWED FOR CODECOMPLIANCE PPROVED JUL 2 4 2014 BUILDING DIVISION (VISION RECEIVED CITY OF TUKWILA JUL 17 2014 PERMIT CENTER 3006 Fuhrman Avenue East • Seattle, Washington 98102 • Telephone 206.709.2397 • Facsimile 206.709.2398 ur nc Harbor Consulting Engineers, Inc. INDEX TO STRUCTURAL CALCULATIONS AND DETAILS: ITEM: PAGES: STAAD Model Input File STADD Model Analysis for Rigid Frame Design Structural Design of Members and Connections Structural Partial Plans and Details 2 of 2 11 — 11 M1—M24 S1— S6 D1 -- D6 3006 Fuhrman Avenue East • Seattle, Washington 98102 • Telephone 206.709.2397 • Facsimile 206.709.2398 C:\SProV8i SS5\STAAD\Plugins\Structurel.std 07/17/14 08:47:59 STAAD SPACE START JOB INFORMATION ENGINEER DATE 03-Jul-14 JOB NAME Lululemon TI Revsions JOB CLIENT R. Miller ENGINEER NAME DSJ CHECKER NAME DSJ APPROVED NAME JRH END JOB INFORMATION INPUT WIDTH 79 UNIT FEET KIP JOINT COORDINATES 1 0 0 0; 2 24 0 0; 3 0 12.25 0; 4 24 12.25 0; 5 0 17.5 0; 6 24 17.5 0; 7 12 17.5 0; 8 6 17.5 0; 9 18 17.5 0; 10 0 17.5 4.75; 11 0 17.5 -4.75; 12 24 17.5 4.75; 13 24 17.5 -4.75; MEMBER INCIDENCES 1 1 3; 2 3 5; 3 2 4; 4 4 6; 5 5 8; 6 7 9; 7 3 4; 8 3 7; 9 7 4; 10 8 7; 11 9 6; 12 11 3; 13 3 10; 14 13 4; 15 4 12; DEFINE MATERIAL START ISOTROPIC STEEL E 4.176e+006 POISSON 0.3 DENSITY 0.489024 ALPHA 6e-006 DAMP 0.03 TYPE STEEL STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 END DEFINE MATERIAL MEMBER PROPERTY AMERICAN 5 6 10 11 TABLE ST W12X14 1 3 TABLE ST W14X120 7 TABLE ST W14X90 8 9 TABLE ST TUB50505 2 4 TABLE ST W8X24 12 TO 15 TABLE ST TUB30304 CONSTANTS BETA 90 MEMB 2 4 MATERIAL STEEL ALL SUPPORTS 1 2 FIXED 5 TO 9 FIXED BUT FX FY MX MY MZ 10 TO 13 FIXED BUT FX MX MY MZ MEMBER RELEASE 5 8 9 START MX MY MZ 4 8 9 11 END MX MY MZ 2 4 START MX MY MZ 2 END MX MY MZ LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1 SELFWEIGHT Y -1 JOINT LOAD 5 6 FY -11.5 LOAD 2 LOADTYPE Seismic TITLE LOAD CASE 2 JOINT LOAD 5 6 FX 41 LOAD COMB 3 DL + EQ 1 1.0 2 1.0 PERFORM ANALYSIS PRINT ALL CHECK CODE ALL FINISH Page: 1 !fi Software licensed to Job No Sheet No 1 Part .411 Rev Job Tide Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller F118 Structurel.std DateRme 17-JuI-2014 08:47 3D Rendered View (Input data was modified after picture taken) Job Information Engineer Checked Approved Name: DSJ DSJ JRH Date: 03-JuI-14 Structure Type SPACE FRAME Number of Nodes 13 Highest Node 13 Number of Elements 15 Highest Beam 15 Number of Basic Load Cases 2 Number of Combination Load Cases 1 Included in this rintout are data for: ' All The Whole Structure Included in this printout are results for load cases: Type L/C Name Primary 1 LOAD CASE 1 Primary 2 LOAD CASE 2 Combination 3 DL + EQ c myni-2-1 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10:41 Print Run 1 of 24 Job No Sheet No Rev Software licensed to 2 Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller File Structurel.std Daternme 17-JuI-2014 08:47 Nodes Node X (ft) Y (ft) Z (ft) 1 0.000 0.000 0.000 2 24.000 0.000 0.000 3 0.000 12.250 0.000 4 24.000 12.250 0.000 5 0.000 17.500 0.000 6 24.000 17.500 0.000 7 12.000 17.500 0.000 8 6.000 17.500 0.000 9 18.000 17.500 0.000 10 0.000 17.500 4.750 11 0.000 17.500 -4.750 12 24.000 17.500 4.750 13 24.000 17.500 -4.750 Beams Beam Node A Node B Length (ft) Property 13 (degrees) 1 1 3 12.250 2 0 2 3 5 5.250 5 90 3 2 4 12.250 2 0 4 4 6 5.250 5 90 5 5 8 6.000 1 0 6 7 9 6.000 1 0 7 3 4 24.000 3 0 8 3 7 13.098 4 0 9 7 4 13.098 4 0 10 8 7 6.000 1 0 11 9 6 6.000 1 0 12 11 3 7.080 6 0 13 3 10 7.080 6 0 14 13 4 7.080 6 0 15 4 12 7.080 6 0 Section Properties Prop Section Area (in2) lyy (in) Ia (in') J (in4) Material 1 W12X14 4.160 2.400 88.600 0.061 STEEL 2 W14X120 35.300 495.000 1.38E+3 9.050 STEEL 3 W14X90 26.500 362.000 999.000 3.843 STEEL 4 TUB50505 5.610 20.100 20.100 32.187 STEEL 5 W8X24 7.080 18.300 82.800 0.314 STEEL 6 TUB30304 2.590 3.200 3.200 5.199 STEEL Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 2 of 24 A Software licensed to Job No Sheet No 3 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller File Structurel.std Date/Tim 17-Jul-2014 08:47 Materials Mat Name E (kip/in2) v Density (kip/in3) a (PF) 1 STEEL 29E+3 0.300 0.000 6E -6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E -6 3 ALUMINUM 10E+3 0.330 0.000 13E -6 4 CONCRETE 3.15E+3 0.170 0.000 5E -6 Supports Node X (kip/in) Y (kip/in) Z (kip/in) rX (kip-ft/deg) rY (kip'ft/deg) rZ (kip"ff/deg) 1 Fixed Fixed Fixed Fixed Fixed Fixed 2 Fixed Fixed Fixed Fbced Fixed Fixed 5 - - Fixed - - - 6 - - Fixed - - - 7 - - Fixed - - - 8 - - Fixed - - - 9 - - Fixed - - - 10 - Fixed Fixed - - - 11 - Fixed Fixed - - - 12 - Fixed Fixed - - - 13 - Fixed Fixed - - - Releases Beam ends not shown in this table are fixed in all directions. Beam Node x y z rx rY rz 2 3 Fixed Fixed Fixed Pin Pin Pin 2 5 Fixed Fixed Fixed Pin Pin Pin 4 4 Fixed Fixed Fixed Pin Pin Pin 4 6 Fixed Fixed Fixed Pin Pin Pin 5 5 Fixed Fixed Fbced Pin Pin Pin 8 3 Fixed Fixed Fixed Pin Pin Pin 8 7 Fixed Fixed Fixed Pin Pin Pin 9 7 Fixed Fixed Fixed Pin Pin Pin 9 4 Fixed Fixed Faced Pin Pin Pin 11 6 Fixed Fixed Fixed Pin Pin Pin Basic Load Cases Number Name 1 LOAD CASE 1 2 LOAD CASE 2 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 3 of 24 1 111112.11111 _ _ Software licensed to Job No Sheet No 4 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ C11ent R. Miller File Structurel.std Datwrime 17-JuI-2014 08:47 Combination Load Cases Comb. Combination LJC Name Primary Primary UC Name Factor 3 DL + EQ 1 LOAD CASE 1 1.00 2 LOAD CASE 2 1.00 1 Whole Structure 41 000 kip 83W0: / -11.500 kip -- - W12X14:0.747 T II /U1350505:0.388 07 �Nyyg6 �0:09j - - - - Ij W14X120:0.919 - W1 / -% i.,' 2in:lft3 —"" W12X 4:0.441 - s 41.000 kip - - 18112X14:0.466 4:0.754 7 �- i ' W14X90:0.675 1 toad -11.500 B30304:0.0741 �I I` i i kip W11X24:0 TU830304:0.0741 N14X120:0.946 3 Banding Z: Displacement m1/m2Y Loads 8kip: lft Mz 2400kip-in:1R Displacements DL + EQ Pnnt Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 4 of 24 A Software licensed to Job No Sheet No 5 Rev Part Jobrdle Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller Fib Structurel.std Date/Time 17-Jul-2014 08:47 Node Displacement Summary Node LJC X (in) Y (in) Z (in) Resultant (in) rX (rad) rY (rad) rZ (rad) Max X 10 3:DL + EQ 0.829 0.000 0.000 0.829 -0.000 -0.000 -0.004 Min X 12 1:LOAD CASE -0.003 0.000 0.000 0.003 -0.000 -0.000 0.000 Max Y 3 2:LOAD CASE 0.599 0.004 -0.000 0.599 -0.000 0.000 -0.004 Min Y 6 3:DL + EQ 0.697 -0.009 0.000 0.697 0.000 0.000 0.000 Max Z 4 1:LOAD CASE 0.000 -0.002 0.000 0.002 0.000 0.000 0.000 Min Z 4 2:LOAD CASE 0.599 -0.004 -0.000 0.599 -0.000 -0.000 -0.004 Max rX 13 3:DL + EQ 0.823 0.000 0.000 0.823 0.000 0.000 -0.004 Min rX 12 3:DL + EQ 0.823 0.000 0.000 0.823 -0.000 -0.000 -0.004 Max rY 13 3:DL + EQ 0.823 0.000 0.000 0.823 0.000 0.000 -0.004 Min rY 12 3:DL + EQ 0.823 0.000 0.000 0.823 -0.000 -0.000 -0.004 Max rZ 4 1:LOAD CASE 0.000 -0.002 0.000 0.002 0.000 0.000 0.000 Min rZ 3 3:DL + EQ 0.599 0.002 -0.000 0.599 -0.000 0.000 -0.004 Max Rst 10 3:DL + EQ 0.829 0.000 0.000 0.829 -0.000 -0.000 -0.004 Beam Displacement Detail Summary Displacements shown in italic indicate the presence of an off. Beam LJC d (ft) X (in) Y (in) Z (in) Resultant (in) Max X 12 3:DL + EQ 0.000 0.829 0.000 0.000 0.829 Min X 9 1:LOAD CASE 6.549 -0.008 -0.021 0.000 0.022 Max Y 7 2:LOAD CASE 19.200 0.599 0.088 0.000 0.606 Min Y 7 3:DL + EQ 4.800 0.599 -0.093 0.000 0.606 Max Z 15 3:DL + EQ 3.540 0.711 -0.004 0.002 0.711 Min Z 14 3:DL + EQ 3.540 0.711 -0.004 -0.002 0.711 Max Rst 12 3:DL + EQ 0.000 0.829 0.000 0.000 0.829 Beam End Displacement Summary Displacements shown in italic indicate the presen Beam Node L/C X (in) Y (in) Z (in) Resultant (in) Max X 12 11 3:DL + EQ 0.829 0.000 0.000 0.829 Min X 14 13 1:LOAD CASE -0.003 0.000 0.000 0.003 Max Y 1 3 2:LOAD CASE 0.599 0.004 0.000 0.599 Min Y 4 6 3:DL + EQ 0.697 -0.009 0.000 0.697 Max Z 1 1 1:LOAD CASE 0.000 0.000 0.000 0.000 Min Z 1 1 1:LOAD CASE 0.000 0.000 0.000 0.000 Max Rst 12 11 3:DL + EQ 0.829 0.000 0.000 0.829 MM29 Print rime/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 5 of 24 Job No Sheet No Rev Software licensed to 6 Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 chd DSJ Client R. Miller File Structurel.std Date/Time 17-Jul-2014 08:47 Beam End Force Summary The signs of the forces at end 8 of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam. Axial Shear Torsion Bending Beam Node UC Fx (kip) Fy (kip) Fz (kip) Mx (kip in) My (kip in) Mz (kip -in) Max Fx 9 4 3:DL + EQ 45.390 -0.114 0.000 -0.000 -0.000 -0.000 Min Fx 8 3 2:LOAD CASE -44.752 0.000 -0.000 0.000 0.000 0.000 Max Fy 3 2 3:DL + EQ 41.083 41.412 0.000 0.000 -0.000 4.01E+3 Min Fy 7 4 3:DL + EQ -0.126 -15.198 0.000 -0.000 0.000 2.08E+3 Max Fz 12 11 3:DL + EQ 1.474 0.015 0.000 0.000 -0.000 0.000 Min Fz 13 3 2:LOAD CASE 2.648 0.001 -0.000 -0.000 0.000 0.104 Max Mx 12 11 2:LOAD CASE 2.648 -0.001 0.000 0.000 -0.000 0.000 Min Mx 13 3 3:DL + EQ 1.520 0.027 -0.000 -0.000 0.000 0.502 Max My 15 4 2:LOAD CASE -2.648 -0.001 -0.000 0.000 0.000 -0.104 Min My 12 11 3:DL+ EQ 1.474 0.015 0.000 0.000 -0.000 0.000 Max Mz 3 2 3:DL + EQ 41.083 41.412 0.000 0.000 -0.000 4.01E+3 Min Mz 3 4 3:DL+ EQ 39.614 41.412 0.000 0.000 0.000 -2.08E+3 Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A. Axial Shear Torsion Bending Beam UC d (ft) _ Fx (kip) Fy (kip) Fz (kip) Mx (kip -in) My (kip -in) Mz (kip -in) Max Fx 9 3:DL + EQ 13.098 45.390 -0.114 0.000 -0.000 -0.000 -0.000 Min Fx 8 2:LOAD CASE 0.000 -44.752 0.000 -0.000 0.000 0.000 0.000 Max Fy 3 3:DL + EQ 0.000 41.083 41.412 0.000 0.000 -0.000 4.01E+3 Min Fy 7 3:DL+EQ 24.000 -0.126 -15.198 0.000 -0.000 0.000 2.08E+3 Max Fz 12 3:DL + EQ 0.000 1.474 0.015 0.000 0.000 -0.000 0.000 Min Fz 13 2:LOAD CASE 0.000 2.648 0.001 -0.000 -0.000 0.000 0.104 Max Mx 12 2:LOAD CASE 0.000 2.648 -0.001 0.000 0.000 -0.000 0.000 Min Mx 13 3:DL + EQ 0.000 1.520 0.027 -0.000 -0.000 0.000 0.502 Max My 15 2:LOAD CASE 0.000 -2.648 -0.001 -0.000 0.000 0.000 -0.104 Min My 12 3:DL+ EQ 0.000 1.474 0.015 0.000 0.000 -0.000 0.000 Max Mz 3 3:DL + EQ 0.000 41.083 41.412 0.000 0.000 -0.000 4.01E+3 Min Mz 3 3:DL + EQ 12.250 39.614 41.412 0.000 0.000 0.000 -2.08E+3 mG/m2f Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 6 of 24 Software licensed to Job No Sheet No 7 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Dat°03-JUI-14 Chd DSJ Client R. Miller Fib Structurel.std Dateiri'ne 17-Jul-2014 08:47 Beam Maximum Forces by Section Property Axial Shear Torsion Bending Section Max Fx (kip) Max Fy (kip) Max Fz (kip) Max Mx (kip -in) Max My (kip -in) Max Mz (kip -in) W12X14 Max +ve 41.000 0.111 0.000 0.000 0.000 3.777 Max -ve -41.000 -0.111 0.000 0.000 0.000 -1.453 W14X120 Max +ve 41.083 41.412 0.000 0.000 0.000 4.01E+3 Max -ve -28.127 -0.412 -0.000 -0.000 -2.08E+3 W14X90 Max +ve 0.000 1.080 0.000 0.000 2.08E+3 Max -ve -0.126 -15.198 -0.000 -0.000 -0.000 -2.03E+3 TUB50505 Max +ve 45.390 0.114 0.000 0.000 0.000 0.000 Max -ve -44.752 -0.114 -0.000 0.000 -0.000 -4.492 W8X24 Max +ve 11.685 0.000 0.000 0.000 0.000 0.000� Max -ve -0.000 -0.000 -0.000 0.000 -0.000 -0.000 TUB30304 Max +ve 2.648 0.027 0.000 0.000 0.000 0.502 Max -ve -3.821 -0.027 -0.000 -0.000 -0.000 -0.309 Beam Combined Axial and Bending Stresses Summary Max Comp Max Tens Beam L/C Length (ft) Stress (psi) d (ft) Corner Stress (psi) d (ft) Comer 1 1:LOAD CASE 12.250 549.400 12.250 3 2:LOAD CASE 12.250 20.2E+3 0.000 3 -21.8E+3 0.000 1 3:DL + EQ 12.250 20.4E+3 0.000 3 -21.3E+3 0.000 1 2 1:LOAD CASE 5.250 1.65E+3 0.000 1 - 2:LOAD CASE 5.250 0.000 4.813 1 -0.000 4.813 2 3:DL + EQ 5.250 1.65E+3 0.000 1 3 1:LOAD CASE 12.250 549.400 12.250 1 2:LOAD CASE 12.250 21.8E+3 0.000 3 -20.2E+3 0.000 1 3:DL + EQ 12.250 22.2E+3 0.000 3 -19.9E+3 0.000 1 4 1:LOAD CASE 5.250 1.65E+3 0.000 1 2:LOAD CASE 5.250 0.000 4.813 1 -0.000 4.813 2 3:DL + EQ 5.250 1.65E+3 0.000 1 5 1:LOAD CASE 6.000 97.688 4.000 1 -97.688 4.000 3 2:LOAD CASE 6.000 9.86E+3 0.000 1 3:DL + EQ 6.000 9.95E+3 4.000 1 6 1:LOAD CASE 6.000 253.866 0.000 3 -253.866 0.000 1 2:LOAD CASE 6.000 -9.86E+3 0.000 1 3:DL + EQ 6.000 -10.1E+3 0.000 1 7 1:LOAD CASE 24.000 294.798 0.000 3 -304.338 0.000 1 2:LOAD CASE 24.000 14.3E+3 0.000 1 -14.3E+3 0.000 3 3:DL+ EQ 24.000 14.6E+3 24.000 3 -14.6E+3 24.000 1 8 1:LOAD CASE 13.098 663.523 6.549 1 -453.824 6.549 3 2:LOAD CASE 13.098 -7.98E+3 0.000 1 3:DL + EQ 13.098 -8.43E+3 6.549 3 9 1:LOAD CASE 13.098 663.523 6.549 1 -453.824 6.549 3 2:LOAD CASE 13.098 7.98E+3 0.000 1 M1/M2f Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 7 of 24 Software licensed to Job No [Sheet No 8 Part s Rev Job Tale Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller File Structurel.std Date/Time 17-Jul-2014 08:47 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam LJC Length (ft) Stress (psi) d (ft) Comer Stress (psi) d (ft) Corner 3:DL + EQ 13.098 8.64E+3 6.549 1 10 1:LOAD CASE 6.000 253.866 6.000 3 -253.866 6.000 1 2:LOAD CASE 6.000 9.86E+3 0.000 1 3:DL + EQ 6.000 10.1E+3 6.000 3 11 1:LOAD CASE 6.000 97.688 2.000 1 -97.688 2.000 3 2:LOAD CASE 6.000 -9.86E+3 0.000 1 3:DL + EQ 6.000 -9.95E+3 2.000 3 12 1:LOAD CASE 7.080 -621.568 7.080 1 2:LOAD CASE 7.080 1.07E+3 7.080 3 3:DL + EQ 7.080 822.161 7.080 3 13 1:LOAD CASE 7.080 -621.568 0.000 1 2:LOAD CASE 7.080 1.07E+3 0.000 1 3:DL + EQ 7.080 822.161 0.000 1 14 1:LOAD CASE 7.080 -621.568 7.080 1 2:LOAD CASE 7.080 -1.07E+3 7.080 3 3:DL+ EQ 7.080 -1.61E+3 2.950 3 15 1:LOAD CASE 7.080 -621.568 0.000 1 2:LOAD CASE 7.080 -1.07E+3 0.000 1 3:DL+EQ 7.080 -1.61E+3 4.130 3 Reaction Summary Horizontal Vertical Horizontal Moment Node UC FX (kip) FY (kip) FZ A (kip) MX (kip'in) MY (kip in) MZ (kip in) Max FX 1 1:LOAD CASE 0.412 12.956 0.000 0.000 -0.000 -17.942 Min FX 2 3:DL + EQ -41.412 41.083 0.000 0.000 0.000 4.01E+3 Max FY 2 3:DL + EQ -41.412 41.083 0.000 0.000 0.000 4.01E+3 Min FY 1 2:LOAD CASE -41.000 -28.127 0.000 0.000 -0.000 3.99E+3 Max FZ 12 3:DL + EQ 0.000 2.845 2.551 0.000 0.000 0.000 Min FZ 13 3:DL + EQ 0.000 2.845 -2.551 0.000 0.000 0.000 Max MX 2 3:DL + EQ -41.412 41.083 0.000 0.000 0.000 4.01E+3 Min MX 5 1:LOAD CASE 0.000 0.000 0.000 0.000 0.000 0.000 Max MY 2 2:LOAD CASE -41.000 28.127 0.000 0.000 0.000 3.99E+3 Min MY 1 3:DL + EQ -40.588 -15.171 0.000 0.000 -0.000 3.98E+3 Max MZ 2 3:DL + EQ -41.412 41.083 0.000 0.000 0.000 4.01E+3 Min MZ 1 1:LOAD CASE 0.412 12.956 0.000 0.000 -0.000 -17.942 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 8 of 24 1 Software licensed to Job No Sheet No 9 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller File Structurel.std DateRime 17-Jul-2014 08:47 Steel Design (Track 2) Beam 1 Check 1 ************* * MEMBER 1 * * DESIGN CODE * AISC-1989 * * * ************* I AISC SECTIONS I ST W14X120 I< ---LENGTH (FT)= 12.25 --->I PROPERTIES IN INCH UNIT AX = 35.30 AY = 7.75 AZ = 18.43 SY = 67.48 SZ = 190.61 RY = 3.74 RZ = 6.25 332.8 (KIP -FEET) PARAMETER IL2 STRESSES IN KIP INCH I L2 IN KIP INCH + KL/R-Y= 39.26 I L2 FA = 21.60 KL/R-Z= 23.51 + L2 fa 0.80 UNL = 147.00 I L3 L2 FCZ = 23.76 CB = 1.00 + L2 FTZ = 23.76 CMY = 0.85 I FCY = 27.00 CMZ = 0.85 + L3 L2 FTY = 27.00 FYLD = 36.00 I L3 L2 fbz = 20.95 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 25.1 Fey = 96.91 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 270.16 (WITH LOAD NO.) FV = 14.40 fv 5.29 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * * DESIGN SUMMARY (KIP -FEET) * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 9.188E-01 28.13 T 0.00 332.83 2 0.00 * * * * * * * ************************************************************************** 1 ST W14X120 (AISC SECTIONS) PASS AISC- H2-1 0.919 28.13 T 0.00 332.83 2 0.00 M9/Ili 24 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 9 of 24 Job No Sheet No 10 Rev Software licensed to Pert Job Title Lululemon TI Revsions Ref By DSJ Date03-Ju1-14 Chd DSJ Client R. Miller File Structurel.std Date/Time 17-JuI-2014 08:47 Steel Design (Track 2) Beam 2 Check 1 ************* * 1 MEMBER 2 * I AISC SECTIONS * I ST W8X24 DESIGN CODE * I AISC-1989 * * ************* I< ---LENGTH (FT)= 5.25 --->1 PROPERTIES IN INCH UNIT AX = 7.08 --Z AY = 1.79 AZ = 3.48 SY = 5.64 SZ = 20.88 RY = 1.61 RZ = 3.42 0.0 (KIP -FEET) PARAMETER STRESSES IN KIP INCH FCY = 27.00 CMZ = 0.85 LO LO LO LO LO LO LO FTY = 27.00 FYLD = 36.00 ILO LO LO LO LO LO LO LO LO LO LO fbz = 0.00 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 97.25 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 440.01 (WITH LOAD NO.) FV = 14.40 fv = 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ * FX MY MZ LOCATION PASS AISC- H1-3 8.572E-02 11.68 C 0.00 0.00 1 0.00 * * ************************************************************************** 2 ST W8X24 (AISC SECTIONS) PASS AISC- H1-3 0.086 11.68 C 0.00 0.00 1 0.00 M to /twat Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 10 0124 !!!!-41!! Software licensed to Job No Sheet No 11 Rev Part Job rifle Lululemon TI Revsions Ref By DSJ D 03-JuI-14 Chd DSJ Client R. Miller File Structurel.std Da►eRme 17-JuI-2014 08:47 Steel Design (Track 2) Beam 3 Check 1 ************* * I MEMBER 3 * I AISC SECTIONS * I ST W14X120 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 12.25 --->1 ************* PROPERTIES IN INCH UNIT AX = 35.30 AY = 7.75 AZ = 18.43 - SY = 67.48 SZ = 190.61 RY = 3.74 RZ = 6.25 334.3 (KIP -FEET) PARAMETER IL3 STRESSES IN KIP INCH I L3 IN KIP INCH KL/R-Y= 39.26 I L3 FA = 19.25 KL/R-Z= 23.51 + L3 fa = 1.16 UNL = 147.00 I L2 L3 FCZ = 23.76 CB = 1.00 + L3 FTZ = 23.76 CMY = 0.85 I FCY = 27.00 CMZ = 0.85 + L2 L3 FTY = 27.00 FYLD = 36.00 I L2 L3 fbz = 21.05 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 23.5 Fey = 96.91 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 270.16 (WITH LOAD NO.) FV = 14.40 fv = 5.34 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-3 9.463E-01 41.08 C 0.00 334.33 3 0.00 * * * * * * * ************************************************************************** 3 ST W14X120 (AISC SECTIONS) PASS AISC- H1-3 0.946 41.08 C 0.00 334.33 3 0.00 Mid/ 0nZ1 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 11 of 24 Software licensed to Job No Sheet No 12 Rev Part JobTrtle Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller File Structurel.std Date/Time 17-Jul-2014 08:47 Steel Desiqn (Track 2) Beam 4 Check 1 ************* * MEMBER 4 * * 1 DESIGN CODE * I AISC-1989 * * AISC SECTIONS ST W8X24 * l<---LENGTH (FT)= 5.25 --->1 ************* PROPERTIES IN INCH UNIT AX = 7.08 --Z AY = 1.79 AZ = 3.48 SY = 5.64 SZ = 20.88 RY = 1.61 RZ = 3.42 0.0 (KIP -FEET) PARAMETER ILO LO LO LO LO LO LO LO LO LO LO STRESSES IN KIP INCH ILO LO LO LO LO LO LO LO LO LO LO IN KIP INCH +LO LO LO LO LO LO LO LO LO LO LO KL/R-Y= 39.19 ILO LO LO LO LO LO LO LO LO LO LO FA = 19.25 KL/R-Z= 18.42 +LO LO LO LO LO LO LO LO LO LO LO fa = 1.65 UNL = 63.00 ILO LO LO LO LO LO LO LO LO LO LO FCZ = 23.76 CB = 1.00 +LO LO LO LO LO LO LO LO LO LO LO FTZ = 23.76 CMY 0.85 ILO LO LO LO LO LO LO LO LO LO LO FCY = 27.00 CMZ 0.85 +LO LO LO LO LO LO LO LO LO LO LO FTY = 27.00 FYLD 36.00 ILO LO LO LO LO LO LO LO LO LO LO fbz = 0.00 NSF 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 97.25 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 440.01 (WITH LOAD NO.) FV = 14.40 fv 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-3 8.572E-02 11.68 C 0.00 0.00 1 0.00 * * ************************************************************************** 4 ST W8X24 (AISC SECTIONS) PASS AISC- H1-3 0.086 11.68 C 0.00 0.00 1 0.00 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 PrintRun12of24 Job No Rev - - Software licensed to Sheet No 13 Part Job Tine Lululemon TI Revsions Ref By DSJ Date03-JuI-14 Chd DSJ Chant R. Miller Fib Structurel.std DateRime 17-JuI-2014 08:47 Steel Design (Track 2) Beam 5 Check 1 ************* * 1 MEMBER 5 * I * 1 DESIGN CODE * I AISC-1989 * AISC SECTIONS ST W12X14 * I< ---LENGTH (FT)= 6.00 --->1 ************* PROPERTIES IN INCH UNIT AX = 4.16 AY = 2.08 AZ = 1.22 SY = 1.21 SZ = 14.88 RY = 0.76 RZ = 4.61 0.1 (KIP -FEET) PARAMETER 1 L1 L1 L1 STRESSES IN KIP INCH 1 L1 L1 L1 IN KIP INCH + L1 KL/R-Y= 94.79 I FA = 13.27 KL/R-Z= 15.60 + Li fa = 9.86 UNL = 72.00 I L1 FCZ = 19.18 CB = 1.00 + FTZ = 21.60 CMY = 0.85 I L1 FCY = 27.00 CMZ = '0.85 + FTY = 27.00 FYLD = 36.00 ILO fbz = 0.10 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 16.62 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 613.52 (WITH LOAD NO.) FV = 14.40 fv = 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-1 7.472E-01 41.00 C 0.00 -0.12 3 4.00 * * * * ************************************************************************** 5 ST W12X14 (AISC SECTIONS) PASS AISC- H1-1 0.747 41.00 C 0.00 -0.12 3 4.00 Nl 13� ms `f Print Time/Date: 17/072014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 13 of 24 n Software licensed to Job No Sheet No 14 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller Fite Structurel.std Datefine 17-JuI-2014 08:47 Steel Design (Track 2) Beam 6 Check 1 ************* * I I MEMBER 6 * I AISC SECTIONS * I ST W12X14 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 6.00 --->1 ************* PROPERTIES IN INCH UNIT AX = 4.16 --Z AY = 2.08 AZ = 1.22 SY = 1.21 SZ = 14.88 RY = 0.76 RZ = 4.61 0.3 (KIP -FEET) PARAMETER IL1 STRESSES IN KIP INCH 1 IN KIP INCH + L1 KL/R-Y= 94.79 1 L1 FA 21.60 KL/R-Z= 15.60 + fa 9.86 UNL = 72.00 I Li FCZ = 19.18 CB = 1.00 + L1 FTZ = 21.60 CMY = 0.85 I L1 L1 FCY = 27.00 CMZ = 0.85 + Li L1 L1 FTY = 27.00 FYLD = 36.00 I L1 fbz = 0.25 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 0.0 Fey = 16.62 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 613.52 (WITH LOAD NO.) FV = 14.40 fit 0.05 VALUE LOCATION LOADING MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0 ************************************************************************** * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 4.680E-01 41.00 T 0.00 0.31 3 0.00 * * * * * * * ************************************************************************** 6 ST W12X14 (AISC SECTIONS) PASS AISC- H2-1 0.468 41.00 T 0.00 0.31 3 0.00 Mlof /n.04 Print Tune/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 14of24 In 1117 Software licensed to Job No Sheet No 15 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-JUI-14 Chd DSJ Client R. Miller File Structurel.std DateRme 17-JuI-2014 08:47 Steel Design (Track 2) Beam 7 Check 1 ************* * MEMBER 7 * I AISC SECTIONS * I ST W14X90 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 24.00 --->1 ************* PROPERTIES IN INCH UNIT AX = 26.50 AY = 5.68 AZ = 13.75 SY = 49.86 SZ = 142.51 RY = 3.70 RZ = 6.14 173.0 (KIP -FEET) PARAMETER IL2 L3 STRESSES IN KIP INCH I IN KIP INCH + L2 L3 KL/R-Y= 77.92 I L3 L2 FA = 21.60 KL/R-Z= 46.91 + fa = 0.00 UNL = 288.00 I L3 L2 FCZ = 21.60 CB = 1.00 + L3 L2 FTZ = 21.60 CMY = 0.85 I FCY = 27.00 CMZ = 0.85 + FTY = 27.00 FYLD = 36.00 I L1 fbz = 14.57 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 -6.5 Fey = 24.59 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 67.87 (WITH LOAD NO.) FV = 14.40 fv = 2.67 VALUE LOCATION LOADING MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION * * * PASS AISC- H2-1 6.745E-01 3 0.13 T 0.00 172.97 24.00 * * ************************************************************************** 7 ST W14X90 (AISC SECTIONS) PASS AISC- H2-1 0.675 0.13 T 0.00 172.97 3 24.00 M►sJ M2? Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 15 of 24 Job No Rev ASoftware licensed to Sheet No 16 Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller Fig Structurel.std DatenlR1B 17-JuI-2014 08:47 Steel Design (Track 2) Beam 8 Check 1 Y PROPERTIES ************* I IN INCH UNIT * 1 1 1 I MEMBER 8 * I AISC SECTIONS I I 1 AX = 5.61 * 1 ST TUB50505 1 1 I--Z AY = 2.44 DESIGN CODE * ( I 1 I AZ = 2.44 AISC-1989 * 1 I SY = 8.04 * SZ = 8.04 * I< ---LENGTH (FT)= 13.10 --->1 RY = 1.89 ************* RZ = 1.89 0.4 (KIP -FEET) PARAMETER 1 L1 L1 L1 STRESSES IN KIP INCH I IN KIP INCH + L1 L1 KL/R-Y= 83.04 1 FA 21.60 KL/R-Z= 83.04 + L1 L1 fa 7.87 UNL = 157.18 I FCZ 23.76 CB = 1.00 + L1 L1 FTZ = 23.76 CMY = 0.85 1 FCY = 23.76 CMZ = 0.85 + FTY = 23.76 FYLD = 36.00 ILO LO fbz = 0.56 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 21.66 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 21.66 (WITH LOAD NO.) FV = 14.40 fv = 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 3.880E-01 44.16 T 0.00 -0.37 3 6.55 * * * * * * * ************************************************************************** 8 ST TUB50505 (AISC SECTIONS) PASS AISC- H2-1 0.388 44.16 T 0.00 -0.37 3 6.55 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 16 of 24 pain Software licensed to Job No Sheet No 17 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ Client R. Miller Fib Structurel.std Date(flm8 17-JuI-2014 08:47 Steel Design (Track 2) Beam 9 Check 1 Y PROPERTIES ************* I I I I IN INCH UNIT * I MEMBER 9 * I AISC SECTIONS 1 1 1 AX = 5.61 * I ST TUB50505 1 1 I--Z AY = 2.44 DESIGN CODE * I I I I AZ = 2.44 AISC-1989 * 1 I SY = 8.04 * SZ = 8.04 * I< ---LENGTH (FT)= 13.10 --->1 RY = 1.89 ************* RZ = 1.89 0.4 (KIP -FEET) PARAMETER 1 L1 L1 L1 STRESSES IN KIP INCH 1 IN KIP INCH + L1 L1 KL/R-Y= 83.04 I FA = 15.01 KL/R-Z= 83.04 + L1 L1 fa = 8.08 UNL = 157.18 I FCZ = 23.76 CB = 1.00 + Li L1 FTZ = 23.76 CMY = 0.85 I FCY = 23.76 CMZ = 0.85 + FTY = 23.76 FYLD = 36.00 ILO LO fbz = 0.56 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 21.66 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 21.66 (WITH LOAD NO.) FV = 14.40 fv = 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-1 5.702E-01 45.34 C 0.00 -0.37 3 6.55 * * ************************************************************************** 9 ST TUB50505 (AISC SECTIONS) PASS AISC- H1-1 0.570 45.34 C 0.00 -0.37 3 6.55 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 17 of 24 !!!!!!!iiSoftatmelioimsedW Job No S▪ heet No 18 Part Job Title Lululemon TI Revsions Ref By DSJ °ate3-Jul-14 Chd DSJ Client R. Miller File Structurel.std Datenime 17-JuI-2014 08:47 Steel Design (Track 2) Beam 10 Check 1 ************* * MEMBER 10 * * DESIGN CODE * AISC-1989 * * * ************* AISC SECTIONS ST W12X14 1<---LENGTH (FT)= 6.00 --->1 PROPERTIES IN INCH UNIT AX = 4.16 AY = 2.08 AZ = 1.22 SY = 1.21 SZ = 14.88 RY = 0.76 RZ = 4.61 0.3 (KIP -FEET) PARAMETER 1 L1 STRESSES IN KIP INCH 1 IN KIP INCH + L1 KL/R-Y= 94.79 I L1 FA = 13.27 KL/R-Z= 15.60 + fa = 9.86 UNL = 72.00 I L1 FCZ = 19.18 CB = 1.00 + L1 FTZ = 21.60 CMY = 0.85 IL1 L1 FCY = 27.00 CMZ = 0.85 + L1 L1 L1 FTY = 27.00 FYLD = 36.00 I L1 fbz = 0.25 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 16.62 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 613.52 (WITH LOAD NO.) FV = 14.40 fv = 0.05 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION * PASS AISC- H1-1 7.543E-01 3 41.00 C 0.00 0.31 6.00 * * ************************************************************************** 10 ST W12X14 (AISC SECTIONS) PASS AISC- H1-1 0.754 41.00 C 0.00 0.31 3 6.00 Jdfl 01 Mv't Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 18 of 24 Software licensed to Job No Sheet No 19 Part Job Title Lululemon TI Revsions Ref By DSJ °ate03-Jul-14 Chd DSJ Client R. Miller File Structurel.std ° me 17-JuI-2014 08:47 Steel Design (Track 2) Beam 11 Check 1 ************* * I MEMBER 11 * I AISC SECTIONS * I ST W12X14 DESIGN CODE * I AISC-1989 * * * I< ---LENGTH (FT)= 6.00 --->I ************* PROPERTIES IN INCH UNIT AX = 4.16 AY = 2.08 AZ = 1.22 SY = 1.21 SZ = 14.88 RY = 0.76 RZ = 4.61 0.1 (KIP -FEET) PARAMETER I L1 Li L1 STRESSES IN KIP INCH I L1 L1 L1 IN KIP INCH +L1 KL/R-Y= 94.79 I FA 21.60 KL/R-Z= 15.60 + L1 fa 9.86 UNL = 72.00 I L1 FCZ = 19.18 CB = 1.00 + FTZ = 21.60 CMY = 0.85 I L1 FCY = 27.00 CMZ 0.85 + FTY = 27.00 FYLD 36.00 I LO fbz = 0.10 NSF 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 16.62 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 613.52 (WITH LOAD NO.) FV = 14.40 fv = 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * * DESIGN SUMMARY (KIP -FEET) * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 4.608E-01 41.00 T 0.00 -0.12 3 2.00 * * * * * * * ************************************************************************** 11 ST W12X14 (AISC SECTIONS) PASS AISC- H2-1 0.461 41.00 T 0.00 -0.12 3 2.00 M) 9/M21 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 19 of 24 nig Software licensed to Job No Sheet No 20 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-JUI-14 Chd DSJ client R. Miller File Structurel.std Date/Time 17-JuI-2014 08:47 Steel Design (Track 2) Beam 12 Check 1 ************* * MEMBER 12 * * DESIGN CODE * AISC-1989 * * ************* PARAMETER IN KIP INCH AISC SECTIONS ST TUB30304 Y PROPERTIES IN INCH UNIT I I I I I I I I I - -Z I I I I I I< ---LENGTH (FT)= 7.08 --->1 AX = 2.59 AY = 1.13 AZ = 1.13 SY = 2.13 SZ = 2.13 RY = 1.11 RZ = 1.11 0.0 (KIP -FEET) L3 STRESSES IN KIP INCH KL/R-Y= 76.43 I L3 FA 15.75 KL/R-Z= 76.43 + L1 fa = 1.02 UNL = 84.96 1 L1 L1 L1 FCZ = 23.76 CB = 1.00 + Li L3 FTZ = 23.76 CMY = 0.85 I L1 FCY = 23.76 CMZ = 0.85 + L2 FTY = 23.76 FYLD = 36.00 ILO fbz = 0.05 NSF = 1.00+---+---+---+---+---+---+---+---+---+---1 fby = 0.00 DFF = 0.00 0.0 Fey = 25.56 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 25.56 (WITH LOAD NO.) FV = 14.40 fv = 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-3 6.698E-02 2.65 C 0.00 0.01 2 7.08 * * * * ************************************************************************** 12 ST TUB30304 (AISC SECTIONS) PASS AISC- H1-3 0.067 2.65 C 0.00 0.01 2 7.08 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 20 of 24 Software licensed to Job No Sheet No 2 1 Rev Part Job Tine Lululemon TI Revsions Ref By DSJ D 03-JuI-14 Chd DSJ Client R. Miller File Structurel.std DateillA1B 17-JuI-2014 08:47 Steel Design (Track 2) Beam 13 Check 1 Y PROPERTIES ************* I I I I IN INCH UNIT * I MEMBER 13 * I AISC SECTIONS 1 1 1 AX = 2.59 * I ST TUB30304 I 1 I--Z AY = 1.13 DESIGN CODE * I 1 1 1 AZ = 1.13 AISC-1989 * 1 1 SY = 2.13 * SZ = 2.13 * 1<---LENGTH (FT)= 7.08 --->1 RY = 1.11 RZ = 1.11 0.0 (KIP -FEET) PARAMETER IL3 STRESSES IN KIP INCH I IN KIP INCH + KL/R-Y= 76.43 I L3 FA 15.75 KL/R-Z= 76.43 + L1 fa 1.02 UNL = 84.96 I L1 L1 L1 FCZ = 23.76 CB = 1.00 + L3 L1 FTZ = 23.76 CMY = 0.85 I L1 FCY = 23.76 CMZ = 0.85 + L2 FTY = 23.76 FYLD = 36.00 I LO fbz = 0.05 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 25.56 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 25.56 (WITH LOAD NO.) FV = 14.40 fv 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H1-3 6.698E-02 2.65 C 0.00 0.01 2 0.00 ************************************************************************** 13 ST TUB30304 (AISC SECTIONS) PASS AISC- H1-3 0.067 • 2.65 C 0.00 0.01 • 2 0.00 M21/M2% Print lime/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 21 of 24 nil Software licensed to Job No Sheet No 22 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-Jul-14 Chd DSJ client R. Miller File Structurel.std Datelrme 17-JuI-2014 08:47 Steel Design (Track 2) Beam 14 Check 1 ************* * MEMBER 14 * * DESIGN CODE * AISC-1989 * * * ************* PARAMETER IN KIP INCH AISC SECTIONS ST TUB30304 I< ---LENGTH (FT)= 0.0 (KIP -FEET) KL/R-Y= 76.43 I KL/R-Z= 76.43 + UNL = 84.96 I L3 CB = 1.00 + L3 CMY = 0.85 I CMZ = 0.85 + FYLD = 36.00 ILO NSF = 1.00 +--- DFF = 0.00 0.0 dff= 0.00 L3 Y PROPERTIES IN INCH UNIT I I I I I I AX = 2.59 I I I--Z AY = 1.13 I I I AZ = 1.13 I I SY = 2.13 SZ = 2.13 7.08 --->1 RY = 1.11 RZ = 1.11 L3 L3 L1 STRESSES IN KIP INCH L3 FA = 21.60 L1 fa = 1.47 FCZ = 23.76 L3 FTZ = 23.76 L2 FCY = 23.76 FTY = 23.76 fbz = 0.14 ABSOLUTE MZ ENVELOPE (WITH LOAD NO.) MAX FORCE/ MOMENT SUMMARY (KIP -FEET) fby = 0.00 Fey = 25.56 Fez = 25.56 FV = 14.40 fv = 0.00 AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * * * DESIGN SUMMARY (KIP -FEET) * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 7.407E-02 3.80 T 0.00 -0.03 3 2.95 * * * * * * ************************************************************************** 14 ST TUB30304 (AISC SECTIONS) PASS AISC- H2-1 0.074 3.80 T 0.00 -0.03 3 2.95 M22/M21. Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 22 of 24 !!!!!li Softwarelicensed to Job No Sheet No 23 Rev Part Job Title Lululemon TI Revsions Ref By DSJ Date03-JUI-14 Chd DSJ Client R. Miller File Structurel.std DateRme 17-JuI-2014 08:47 Steel Design (Track 2) Beam 15 Check 1 ************* Y PROPERTIES IN INCH UNIT * 1 1 1 I MEMBER 15 * I AISC SECTIONS 1 1 1 AX = 2.59 * I ST TUB30304 1 1 I--Z AY = 1.13 DESIGN CODE * I 1 1 1 AZ = 1.13 AISC-1989 * _= 1 I SY = 2.13 * SZ = 2.13 * I< ---LENGTH (FT)= 7.08 --->1 RY = 1.11 ************* RZ = 1.11 0.0 (KIP -FEET) PARAMETER IL1 STRESSES IN KIP INCH 1 IN KIP INCH + L3 L3 KL/R-Y= 76.43 I L3 L3 FA = 21.60 KL/R-Z= 76.43 + L1 fa = 1.47 UNL = 84.96 I L3 FCZ = 23.76 CB = 1.00 + L3 L3 FTZ = 23.76 CMY = 0.85 I L2 FCY = 23.76 CMZ = 0.85 + FTY = 23.76 FYLD = 36.00 I LO fbz = 0.14 NSF = 1.00+---+---+---+---+---+---+---+---+---+---I fby = 0.00 DFF = 0.00 0.0 Fey = 25.56 dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 25.56 (WITH LOAD NO.) FV = 14.40 fir = 0.00 MAX FORCE/ MOMENT SUMMARY (KIP -FEET) AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z VALUE 0.0 0.0 0.0 0.0 0.0 LOCATION 0.0 0.0 0.0 0.0 0.0 LOADING 0 0 0 0 0 ************************************************************************** * * * DESIGN SUMMARY (KIP -FEET) * * * * * RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION PASS AISC- H2-1 7.407E-02 3.80 T 0.00 -0.03 3 4.13 * * ************************************************************************** 15 ST TUB30304 (AISC SECTIONS) PASS AISC- H2-1 0.074 3.80 T 0.00 -0.03 3 4.13 MZ3//h24 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 23 of 24 Software licensed to Job No Sheet No 24 Rev Part Job Title Lululemon TI Revsions Ref By DSJ °ate03-Jul-14 Chd DSJ Client R. Miller File Structurel.std Date/Time 17-JuI-2014 08:47 Utilization Ratio Beam Analysis Property Design Property Actual Ratio Allowabll Ratio Ratio (Act./Allow.) Clause L/C Ax (in2) Iz (in4) ly (in4) Ix (in4) 1 W14X120 W14X120 0.919 1.000 0.919 AISC- H2-1 ' 2 35.300 1.38E+3 495.000 9.370 2 W8X24 W8X24 0.086 1.000 0.086 AISC- H1-3 1 7.080 82.800 18.300 0.350 3 W14X120 W14X120 0.946 1.000 0.946 AISC- H1-3 3 35.300 1.38E+3 495.000 9.370 4 W8X24 W8X24 0.086 1.000 0.086 AISC- H1-3 1 7.080 82.800 18.300 0.350 5 W12X14 W12X14 0.747 1.000 0.747 AISC- H1-1 3 4.160 88.600 2.400 0.070 6 W12X14 W12X14 0.468 1.000 0.468 AISC- H2-1 3 4.160 88.600 2.400 0.070 7 W14X90 W14X90 0.675 1.000 0.675 AISC- H2-1 3 26.500 999.000 362.000 4.060 8 TUB50505 TUB50505 0.388 1.000 0.388 AISC- H2-1 3 5.610 20.100 20.100 33.100 9 TUB50505 TUB50505 0.570 1.000 0.570 AISC- 1-11-1 3 5.610 20.100 20.100 33.100 10 W12X14 W12X14 0.754 1.000 0.754 AISC- H1-1 3 4.160 88.600 2.400 0.070 11 W12X14 W12X14 0.461 1.000 0.461 AISC- H2-1 3 4.160 88.600 2.400 0.070 12 TUB30304 TUB30304 0.067 1.000 0.067 AISC- H1-3 2 2.590 3.200 3.200 5.400 13 TUB30304 TUB30304 0.067 1.000 0.067 AISC- H1-3 2 2.590 3.200 3.200 5.400 14 TUB30304 TUB30304 0.074 1.000 0.074 AISC- H2-1 3 2.590 3.200 3.200 5.400 15 TUB30304 TUB30304 0.074 1.000 0.074 AISC- H2-1 3 2.590 3.200 3.200 5.400 Failed Members There is no data of this type. Statics Check Results L/C FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 1:LOAD CASE 1 Loads 0.000 -29.437 0.000 -0.000 0.000 -4.24E+3 1:LOAD CASE 1 Reactions -0.000 29.437 - 0.000 0.000 0.000 4.24E+3 Difference -0.000 -0.000 0.000 -0.000 0.000 -0.000 2:LOAD CASE 2 Loads 82.000 0.000 0.000 0.000 0.000 -17.2E+3 2:LOAD CASE 2 Reactions -82.000 0.000 0.000 -0.000 0.000 17.2E+3 Difference 0.000 0.000 0.000 -0.000 0.000 -0.000 Mz4/m24 Print Time/Date: 17/07/2014 08:55 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 24 of 24 FRAME STUDY REVISIONS Checked: HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: Scale: Sheet: 5//..5 FRAME STUDY REVISIONS Checked HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: Scale: Sheet: Software licensed to Job No Sheet No Part Job Title Ref Load 3 : Bending Z tDisglaoement Displacenent Whole Structure Loads 8kip: lti Mz 2400kip-in: lft Displacements 0.9in: lft 3 DL + EQ Print Time/Date: 10/07/2014 13:29 STAAD.Pro V8i (SELECTseries 5) 20.07.10.41 Print Run 1 of 1 Checked HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: Scale: Sheet: HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Checked: Date: Job #: Scale: Sheet: DESIGN DESIGN Checked HARBOR CONSULTING ENGINEERS, INC. Job #: Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Scale: Sheet: PARTIAL MALL FLOOR SLAB AND FOUNDATION PLAN PARTIAL ROOF FRAMING PLAN Checked HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: Scale: Sheet: RIGID FRAME ELEVATION DETAILS Checked HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: Scale: Sheet: DETAILS TYPICAL FRAME COLUMN TO TRENCH FOOTING Checked: HARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: Scale: TYPICAL FRAME TOP JOINT AND BRACING DETAILS DETAILS TYPICAL BRACING TO W BEAMHARBOR CONSULTING ENGINEERS, INC. Seattle, Washington Phone: (206) 709-2397 www.harborengineers.com Job #: Scale: Sheet: ry_/pc PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0169 DATE: 07/17/14 PROJECT NAME: LULULEMON SITE ADDRESS: 21 SOUTHCENTER MALL Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator 1 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/22/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/19/14 Approved Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0169 DATE: 06/04/2014 PROJECT NAME: LULULEMON BRACE WALLS SITE ADDRESS: 21 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: A-1(k)(/ itr) Building Division 37, Nlk t (6.1`1 Public Works A,10 JA- t'f-1-111 C4& - Fire Prevention 111 Planning Division Structural n Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 06/05/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 07/03/14 Approved with Conditions .V Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: 1.-0(1J E.Qmoir PERMIT NO: bi)-4 — O L (p Cf' SITE ADDRESS: It sOv , f Met 6( ORIGINAL ISSUE DATE: (p- i-(.-1 M REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS r 7- (7— 14 pip (Ai uL- nuculat4 (� :. /eK k-14:tilr) _ of Revision: eLij iarkSummary r •ee l 4! 61 vr`e < _ 4 Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 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: t i ` Plan Check/Permit Number: 11-101 l09 ❑ Response to Incomplete Letter # O Response to Correction Letter # 1E1— Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: L.'AL.l,1 LQ "4D J Project Address: We,.S' Il J,1SOI.LTIZ IC1P T Tuttikx #9- 111 t.l2-1 Contact Person: C-- C 'Jn_-,1A 4 Phone Number: 20CP- 450 ` 2 00 Summary of Revision I' I i`1` (L)T S`-1 C`ru2 C xi PN\S FD - gob E2p66 32icv1 MoiN FIcAT 1or1 due ICJ RECEIVED PER Mr,' CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 41j-- Entered in TRAKiT on 7 - (-7-1 9 R MILLER INC Page 1 of 2 44:: Washington State Department of Labor & Industries R MILLER INC Owner or tradesperson MILLER, ROBIN L Principals MILLER, ROBIN L, PRESIDENT MILLER, CAROL M, VICE PRESIDENT Doing business as R MILLER INC WA UBI No. 600 389 405 18321 98TH AVE NE STE 1 BOTHELL, WA 98011 425-775-3822 KING 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. RMILLMI871 NH Effective — expiration 08/08/2013— 08/08/2015 Bond Merchants Bonding Co (Mutual) Bond account no. WA28637 Received by L&I 08/08/2013 Insurance American Fire & Casualty Co Policy no. BKA52904719 Received by L&I 12/09/2013 $12,000.00 Effective date 07/31/2013 Expiration date Until Canceled $1,000,000.00 Effective date 01 /01 /2013 Expiration date 01 /01 /2015 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600389405&LIC=RMILLMI871NH&SAW= 06/24/2014 lululemon. 1 athletica Project Directory Owner LULULEMON ATHLETICA, 1818 CORNWALL AVENUE VANCOUVER, BC, V6J1C7 CONTACT: LISA EWING EMAIL: lewing@lululemon.com Project Management CONTACT: GORD UHLICH EMAIL: gordUhlich@gmail.com TELEPHONE: (403) 630-2655 Landlord WESTFIELD, LLC 2800 SOUTHCENTER SEATTLE, WA 98188 TELEPHONE: (206) 714 3485 CONTACT: WAYNE E. JOHNSON EMAIL: wjohnson @us.westfield.com Architect REZA A. HEDAEGH 20521 EARL STREET TORRANCE, CA 90503 TELEPHONE: (310) 263 3532 CONTACT: REZA A. HEDAEGH EMAIL: rhedaegh@menemshasolutions.com Consultant MENEMSHA DESIGN, LLC 20521 EARL STREET TORRANCE, CA 90503 TELEPHONE: (310) 263 3587 CONTACT: MELANI DANNENBERG EMAIL: mdannenberg@menemshasolutions.com Engineers HARBOR CONSULTING ENGINEERS, INC. 3006 FUHMAN AVENUE EAST SEATTLE, WA 98102 TELEPHONE: (206) 709 2397 CONTACT: DARREN S. JOHNSTON, P.E. Building Department CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTHCENTER BLVD., #100 TUKWILA, WA 98188 TELEPHONE: (206) 431 3665 SCOPE OF WORK: RECONFIGURATION OF EXISTING WALL BRACES BETWEEN GRIDLINES 0, P, & Q ALONG GRIDLINE 8. STORE 10503 21 SOUTHCENTER, SUITE 748 TUKWILA, WA 98188 5la Y2net: t:: 5 r #:PI. 1F6 nJ;...::.:.... 94 t to it Aj eft 1 _w iff 1) Strander::Bt zt3.......»....:: aathada 46 kP.......:......... LOCUS PLAN • Qsalata CrQ?tht £?rrFaYt Nazzi .Evans:Black::Or" l;li ia-t t;,. Baker Blvd ,9zkt £ikid 1amy Strander: Blvd ;;;;;;;;;;; ;;;;; Cr; alyard, Vida Faw tr 1'6 5,4 Drawing Index ISSUED OR RE -ISSUED WITH REVISION A RE -ISSUED WITHOUT REVISIONx 0 PROGRESS ONLY ® # 1 Nei r O C ARCHITECTURAL G001 TITLE SHEET D110 DEMO PLAN &RCP STRUCTURAL LS1 PLANS, DETAILS & STRUCTURAL,GENERAL NOTES LS2 FRAME ELEVATION DETAILS l nstoNs No changes shall be made to the scope of Trk without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may Include additional plan review fees. SEPARATE PERMIT REQUIRED FOR: ErMechanicat inIectricat Plumbing atlas Piping Ci,,j of Tukwila Mill:PIN ; DIVISION FZ COPY Permit No. 9 Plan review approval Is subject to errors end omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field conditions Is acnowledged: By: Date: 6" 2 J City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 04 2014 PERMIT CENTER 1)1(04----0[C,91 simainainiawassaviaw Cansuftants Menemsha 0trstgtt, t.l„C LoS Ah1G5LES ( BOSTON 20521 EARL STREET TORRANCE, CA 90503 T.310-343.3430 f F,310-343-3431 www.mErttainah<alutiansxam Alad, Jn3p& 4,90W1008; VAMM end reports notW tavMnri N rod 444 #p»l imprint a{X:'P37rparfie0 by en odoinei aitg,r+ttt re br the rkansed prefegaannal may,Aai'a bean trendateatiy altered and shad not be oonerdened an wrir54tal copy, Ad infamat5w3 shnual So disregarded trn egt ratified by tbas pmressronte whose aroma:rre apprars &ram Cap ignt Prottt5ed 2005. 6 E ., el z . 0547 ", . REGISTERED 4 ARCHITECT t DJ i A A. H AD AE GH t I, S ATE OF WASHINGTON 1-- LULULEMON AT1-4LTICA CONST - UGTION STANDA - t7S Z1 SOUTI-IGENTE%, SUITE 14 rUKWILA, WA 98188 LU 111 2 N 1- 1- ISSUE FOR 5D - ISSUED FOR DD-III - ISSUED FOR CD-Ild - ISSUED FOR CD -III - ISSUED FOR CD -LLD - ISSUED FOR PERMIT - ISSUED FOR BID O6/04/14 Scale: NTS Date: 3/1/14 Drawn By: LCC Checked By: MD Job Number: i 959E? Drawing: G001 LEGEND EXISTING CONDITION TO REMAIN REPAIR A5 REQUIRED TO MAINTAIN REQUIRED RATINGS AND ACCEPT FINAL TENANT FINISHES ITEM TO BE DEMOLISHED 181-3„ V .I.F. DEMOLITION it RCP PLAN SCALE: 1/4" = 11-0„ 24'-4 1 /2" V.I.F. GENERAL NOTES DEMO PLAN — GENERAL A SUBMIT FOR APPROVAL SELECTIVE DEMOLITION SCHEDULE, INCLUDING SCHEDULE AND METHODS FOR GAPPING AND CONTINUING UTILITY SERVICE. B ALL WORK SHALL COMPLY WITH THE RULES AND REGULATIONS OF THE DIVISION OF INDUSTRIAL SAFETY AND ALL OTHER LOCAL, STATE AND FEDERAL AGENCIES AND AUTHORITIES HAVING JURISDICTION. G OBTAIN AND PAY FOR ALL PERMITS REQUIRED TO PERFORM THE DEMOLITION WORK AS REQUIRED BY ALL AGENCIES AND AUTHORITIES HAVING JURISDICTION. D DEMOLITION CONTRACTOR SHALL COORDINATE AND BE RESPONSIBLE FOR ALL CITY REQUIREMENTS FOR PROTECTION OF PERSONS, PROPERTY, TRAFFIC CONTROL, BARRICADES, ETC. FOR THE DURATION OF THE DEMOLITION CONTRACT. E COORDINATE WITH GENERAL CONTRACTOR A SCHEDULE FOR DEMOLITION OF SPECIFIC ITEMS TO CONFORM WITH SCHEDULING FOR OTHER TRADES REQUIRED TO COMPLETE OR PERFORM A DIRECTLY RELATED PORTION OF THE WORK. DEMO PLAN — HANDLING A WHEN THE NATURE OF DEMOLITION WORK REQUIRES THEIR USE, ERECT AND MAINTAIN DUST CHUTES FOR THE DISPOSAL OF MATERIALS, RUBBISH AND DEBRIS. B REMOVE SALVAGE AND DEBRIS FROM THE SITE A5 IT ACCUMULATES. DO NOT STORE, SELL, BURN OR OTHERWISE DISPOSE OF DEBRIS ON THE SITE. REMOVE ALL MATERIALS IN SUCH MANNER A5 TO PREVENT SPILLAGE. KEEP ALL PAVEMENT AND AREAS ADJACENT TO AND LEADING FROM THE SITE, GLEAN AND FREE OF MUD, DIRT, AND DEBRIS AT ALL TIMES. ALL MATERIAL SHALL BE DISPOSED OF LEGALLY. G EREGT AND MAINTAIN TEMPORARY BRAGING, SHORING, LIGHTS, BARRICADES, WARNING SIGNS, AND GUARDS NECESSARY TO PROTECT BUILDING OCCUPANTS, AND ADJOINING TENANTS FROM INJURY, AND/OR DAMAGE, ALL IN ACCORDANCE WITH APPLICABLE RULES AND REGULATIONS. D DO NOT DAMAGE BUILDING ELEMENTS AND IMPROVEMENTS INDICATED TO REMAIN. ITEMS OF SALVAGE VALUE WHICH ARE NOT INCLUDED ON SCHEDULE OF SALVAGE ITEMS TO BE RETURNED TO OWNER SHALL BE REVIEWED WITH OWNER AS TO WHETHER THEY GAN BE REMOVED FROM THE PREMISES. STORAGE OR SALE OF ITEMS AT PROJECT SITE 15 PROHIBITED. DEMOLISHED MATERIAL SHALL BE COMPLETELY REMOVED FROM THE SITE AND DISPOSED OF USING LEGAL METHODS. E DO NOT GLOSS OR OBSTRUCT THE MEANS OF EGRESS, CORRIDORS, OR OTHER SPACES WITHOUT THE WRITTEN PERMISSION OF THE OWNER AND THE OCCUPIED AUTHORITIES HAVING JURISDICTION. DO NOT INTERRUPT UTILITIES WITHOUT THE WRITTEN PERMISSION OF THE OWNER OR AUTHORITIES HAVING JURISDICTION. IF NECESSARY, PROVIDE TEMPORARY UTILITIES. F CEASE OPERATIONS IF PUBLIC SAFETY OR REMAINING STRUCTURES ARE ENDANGERED. PERFORM TEMPORARY CORRECTIVE MEASURES UNTIL OPERATIONS GAN BE CONTINUED PROPERLY. DEMO PLAN — SEQUENCING 4 EXECUTION A BY CAREFUL STUDY OF THE CONTRACT DOCUMENTS, DETERMINE THE LOCATION AND EXTENT OF SELECTIVE DEMOLITION TO BE PERFORMED. B VISIT THE SITE AND VERIFY THE EXTENT AND LOCATION OF SELECTIVE DEMOLITION REQUIRED PRIOR TO STARTING THE WORK. 1) CAREFULLY IDENTIFY LIMITS OF SELECTIVE DEMOLITION. 2) MARK INTERFACE SURFACES AS REQUIRED TO ENABLE WORKMEN TO ALSO IDENTIFY ITEMS TO BE REMOVED, ITEMS TO BE LEFT IN PLAGE INTACT, ITEMS TO BE SALVAGED, AND ITEMS TO BE REMOVED AND SORTED FOR RECYCLING. G PREPARE AND FOLLOW ORGANIZED PLAN FOR DEMOLITION AND REMOVAL OF ITEMS. 1) SHUT OFF, GAP, AND OTHERWISE PROTECT EXISTING UTILITY LINES IN ACCORDANCE WITH THE REQUIREMENTS OF THE PUBLIC AGENCY OR UTILITY HAVING JURISDICTION. 2) COMPLETELY REMOVE ITEMS SCHEDULED TO BE 50 DEMOLISHED AND REMOVED, LEAVING SURFACES GLEAN, SOLID, AND READY TO RECEIVE NEW MATERIALS SPECIFIED ELSEWHERE. IN ALL ACTIVITIES, COMPLY WITH PERTINENT REGULATIONS, GOVERNMENTAL AGENCIES HAVING JURISDICTION. D USE MEANS NECESSARY TO PREVENT DUST BECOMING A NUISANCE TO OTHER TENANTS OF THE BUILDING, THE PUBLIC, NEIGHBORING BUILDINGS, AND TO OTHER WORK BEING PERFORMED. E EXECUTE DEMOLITION WORK TO ENSURE SAFETY OF PERSONS AND ADJACENT PROPERTY AGAINST DAMAGE BY FALLING DEBRIS. F IN THE EVENT OF THE DEMOLITION OF ITEMS NOT SCHEDULED TO BE DEMOLISHED, PROMPTLY REPLACE SUCH ITEMS TO THE APPROVAL OF THE ARCHITECT AND/OR CONSTRUCTION MANAGER AT NO ADDITIONAL COST TO THE OWNER. G WHERE EXISTING CONSTRUCTION TO REMAIN IS AFFECTED BY DEMOLITION OR INSTALLATION OF NEW WORK, PATCH, REPAIR OR REPLACE THE WORK AT SURFACES WHICH HAVE BEEN DAMAGED TO MATCH EXISTING (T.M.E.) ADJACENT CONSTRUCTION. H FINISH NEW AND EXISTING SURFACES A5 SCHEDULED. CLEAN EXISTING SURFACES OF DIRT, GREASE AND LOOSE PAINT BEFORE REFINISHING. J COORDINATE THE REMOVAL, RELOCATION, REPLACEMENT, RE -USE, SHUT-OFF, STUB -OFF, GAPPING -OFF OR UPGRADING OF ALL EXISTING SPRINKLER, HVAG, FIRE ALARM, SECURITY AND ELECTRICAL SYSTEMS, EQUIPMENT, AND APPURTENANCES - INCLUDING, BUT NOT LIMITED TO, UTILITY LINES, DUCTS, CONNECTIONS, PANELS, VENTS, FANS, PIPING, DEVICES, CONTROLS, OUTLETS, AND CONDUIT DURING CONSTRUCTION AS REQUIRED, AS SCHEDULED, OR A5 SPECIFIED IN ACCORDANCE WITH ALL LOCAL, MUNICIPAL AND STATE CODES. 1 /2" V .I.F. 24'-2 1/2" V .I.F. V.I.F. 5e'-4" V .I.F. REMOVE (E) BRACING BETWEEN COLUMNS REMOVE (E) BRACING BETWEEN COLUMNS 18'-8 3/4" V .I.F. (E) COLUMN TO REMAIN REMOVE (E) CONCRETE AS REQUIRED FOR NEW STRUGT. CONNECTIONS (E) COLUMN TO REMAIN REMOVE (E) CONCRETE AS REQUIRED FOR NEW STRUGT. CONNECTIONS (E) COLUMN TO REMAIN REMOVE (E) CONCRETE AS REQUIRED FOR NEW STRUGT. CONNECTIONS REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2014 City of Tukwila BUILDING DIVISION GRIDLINE 0 IN ADJACENT SPACE RECEIVED CITY OF TUKWILA JUN 042014 z-1 PERMIT CENTER = m 1111111111111111111111111111111111111111111111111111.1 Menemsha sueLiC 2 7521 EARL. ST EE:T... TDFRRANCE, CA 9QSU3 T. S1f. 13.343O 1: F.3io.3343.3431', w ww m6n4rt41.*0 i+,t a>ig*ii3 P-166s,Via, SrmelOr•aer4.. zoti eP(Jt rmt u^ataisxriy a tit hxtc sssrff bmO,tlirt e6cezrap4004.041n,043041,400&,J b,. 0.41# ariP6441.t 1 141:11iO4:00Irian. c4 zikiii ti aA Axigim iiwpy Aft Aifaifmxifo,S.': s1Jtiiif liarSragurrJ . W?(ss (4Y fi40! 'MO ,pmttt0SR'HN91 149100. na 0 sppmr 10547 EZArA. HADAEGH STATE OF WASHINGTON REGISTERED ARCHITECT DEMO PLAN z d) Uz Teintn O 6' Z u . O:3 E tcPoei z.d V Z 11 u CV>7- ISSUE FOR 5D ISSUE FOR DD-LLL ISSUE FOR DD-LLD ISSUE FOR CD-LLL ISSUE FOR GD-LLD ISSUE FOR PERMIT ISSUE FOR BID O6/04/2014 Scale: Date: Drawn By: Checked By: Job Number': Drawing: 311114. LCC MD 19596 D110 VERIFY SCALE ENLARGED PLINTH (E) 3'-6" x 3' DP FTG (E) 5" CONC. SLAB ON GRADE ENLARGED PLINTH (E) 3'-0" x 3' 0" x 11" DP FTG ENLARGED PLINTH (E)3'-0"x3'-0"x11" DP FTG (E) FTG TYPE, TYP. (E) 3'-0" x 3'-0" x 11" DP FTG PARTIAL MAIN FLOOR SLAB AND FOUNDATION PLAN SCALE: 1/8" = 1'-0" 3/8 3/8 (E) COL & PLATES 5/16 V I. 1/2" COVER FULL HEIGHT (E) W8x24 5/16 5/16 (E) BM & PLATES FULL HEIGHT 1 5/32"x15 5/8" STEEL PLATE _3 8„ //.i!//////////////. 3/4" PLAN -SECTION 5/16 5/16 N FULL HEIGHT 3/4" STEEL PLATE 3/8 3/8 Sri FULL HEIGHT 1 5/32"x15 5/8" STEEL PLATE SCALE: 1 1 /2" = 1'-0" S.2 LS.1 COLUMN STRENGTHENING AT GRIDS 8 & Q (E) HIGH -BAY BRACING ROD BRACING MODIFIED TO MOMENT FRAME TWO BAYS TYPICAL JOISTS ARE (E)16H5 1 1/ DEEP x 22e ROOF DECKI G TYP. E) 16x36 (E) V114x22 (E ROD BR CING TO BE DE OLISHED PARTIAL ROOF FRAMING PLAN SCALE: (E) W8x24 COL (E OL & PLATES 5/16 D 5/16 OPP (E) COL & PLATES PLAN -SECTION SCALE: 1 1/2" = 1'-0" COLUMN STRENGTHENING AT GRIDS 8 & Q ( Col (E) HIGH -BAY BRACING FULL HEIGHT 1 5/32"x15 5/8" STEEL PLATE 5/16 FULL HEIGHT 3/4" STEEL PLATE FULL HEIGHT 1 5/32"x15 5/8" STEEL PLATE r REVIEWEDFOR DE COMPLIANCE APPROVED JUN 18 2014 City of Tukwila BUILDING DIVISION BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE DRAWINGS, SPECIFICATIONS, AND THE 2012 INTERNATIONAL BUILDING CODE. STRUCTURAL DESIGN CRITERIA: ACTUAL DEAD LOADS PLUS THE FOLLOWING DEAD AND LIVE LOADS: ROOF SNOW LOAD 25 psf RETAIL STORE FLOOR LIVE LOAD 100 psf WIND LOADING: 85 mph (3 SECOND GUST), EXPOSURE "B", lw =1.0 SEISMIC DESIGN: EQUIVALENT LATERAL FORCE PROCEDURE Ss= 1.5, FA= 1.0 Sds =1.0, R = 3.5 STEEL ORDINARY MOMENT FRAMES Cd=3.0 OVER -STRENGTH FACTOR = 2.0, FOR FLEXIBLE DIAPHRAGMS le =1.0, SITE CLASS = "D" SEISMIC DESIGN CATEGORY = "D" FOOTINGS SHALL BEAR ON SOLID UNYIELDING EARTH AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOLLOW THE RECOMMENDATIONS OF THE SOILS REPORT, IF APPLICABLE. ASSUMED ALLOWABLE SOIL BEARING PRESSURE= 8000 psf. ALLOWABLE SOIL BEARING WAS CAPACITY TAKEN FROM 1966 ORIGINAL DESIGN DRAWINGS SHEET S-1. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF 3000 psi, MAXIMUM WIC RATIO = 0.45, MINIMUM 51/2 SACKS OF CEMENT PER CUBIC YARD. SUBMIT DESIGN FOR REVIEW AND APPROVAL. GROUT 5000 psi MINIMUM 7-DAY CUBE STRENGTH PER ASTM C1157-00. GROUT TO BE PREMIXED NON -SHRINK "MASTERFLOW 928 GROUT" OR APPROVED EQUAL. USE SPECIFIC GROUT MIX RECOMMENDED BY MANUFACTURER FOR EACH GROUT APPLICATION AND FOLLOW GROUT MANUFACTURER'S INSTRUCTIONS. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. SUBMIT REINFORCING SHOP DRAWINGS WITH DETAILS PER ACI 315 MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318-11. LAP ALL CONTINUOUS REINFORCEMENT 40 BARS DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC 1 1/2 MESH AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER, #6 BARS AND LARGER 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER, #5 BARS AND SMALLER 1 1/2" WALLS, INTERIOR FACE, THE LARGER OF ONE BAR DIAMETER OR A MINIMUM OF 3/4" DRILL -IN ADHESIVE INSTALLATIONS HILTI HY20 ADHESIVE ANCHOR SYSTEM FOR UNREINFORCED MASONRY OR BRICK WITH CAVITIES, HIT RE 500 SD ADHESIVE ANCHOR SYSTEM BY HILTI FASTENING SYSTEMS OR SET-XP EPDXY ANCHOR SYSTEM BY SIMPSON STRONG TIE ANCHOR SYSTEMS FOR SOLID MASONRY OR CONCRETE, OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED. STRUCTURAL STEEL ALL STEEL SHAPES AND PLATES SHALL BE ASTM A36, Fy= 36 ksi, EXCEPT HOLLOW STRUCTURAL SECTIONS (HSS) SHALL BE ASTM A500 GRADE B, Fy= 46 ksi. FABRICATION AND ERECTION PER AISC SPECIFICATIONS. ALL WELDING SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING A70XX ELECTRODES. MINIMUM WELD SHALL BE 3116" CONTINUOUS FILLET. STEEL CONNECTION BOLTS SHALL BE A325N AND ALL THREAD RODS SHALL BE A307. EMPLOY A PROPER FIRE WATCH DURING ALL FIELD WELDING OPERATIONS. SPECIAL INSPECTION REQUIRED. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL THE REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO PERFORM HIS WORK. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ONLY ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION, WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH THE INSTRUCTIONS PREPARED BY THE SUPPLIER. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS'AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. THE STRUCTURAL ENGINEER HAS NO KNOWLEDGE OF, AND IS NOT RESPONSIBLE FOR THE SITE AND SOIL CONDITIONS. MISCELLANEOUS REFER TO ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF DUCT OPENINGS, PIPING, CONDUITS, ETC. NOT SHOWN. VERIFY ALL DIMENSIONS AND CONDITIONS AT THE PROJECT SITE PRIOR TO STARTING WORK AND NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. REFER TO THE SPECIFICATIONS FOR INFORMATION NOT CONTAINED IN THESE GENERAL NOTES. SPECIAL INSPECTION SHALL BE PERFORMED FOR THE FOLLOWING: 1) STRUCTURAL STEEL ERECTION. 2) FIELD WELDING. 3) EPDXY INSTRUMENT. RECEIVED CITY OF TUKWILA JUN 0 4 2014 PERMIT CENTER FURNISH COPIES OF ALL SPECIAL INSPECTION REPORTS TO THE BUILDING DEPARTMENT, OWNER, AND ENGINEER. JOB NO. 14021 SHEET: 1 OF 2 LS . 1 VERIFY SCALE BAR IS ONE INCH IF NOT ONE INCH ON ON ORIGINAL DRAWING THIS SHEET, ADJUST 0 1 SCALES ACCORDINGLY TOP OF (E) ROOF DECKING TOP OF (E) SLAB ON GRADE (E) W12x14 W/ BUILT—UP PLAT (E) CONC SPREAD FTG, TYP. TOP OF (E) ROOF EL. 21'-9" ± SIM TYP TES W12x1/W (E) 1 1/4" DIA STL ROD BRACING TO BE DEMOLISHED SHOWN DASHED FRAME MODIFICATION ELEVATION SCALE: 1/8" = 1'-0" BRACED MOMENT FRAME ELEVATION 4"TYP BRG (E) CONC SLAB ON GRADE 3000 PSI CONC. FILL CLEAN (E) CONC & APPLY BONDING AGENT PRIOR TO PLACING CONC 5/16 PLAN 3'-0" x 3'-0" SAW —CUT (E) W COL PER PLAN STRENGHTENING PLATES FOR COLUMN PER PLAN AND DETAILS 5/16 1. DO NOT OVERCUT CORNERS DURING SLAB SAW —CUTTING. 2. (E) CONCRETE PLINTH IS 10"x10" AT GL 8 & Q, 8 & P AND 12"x12" AT GL 8 & 0. DETAIL (TYP HSS 5 1/2"x5 1/2"x3/8 It 1 "x 16"x 16" W/ (4) - 1" DIA A193 GRADE B7 ALL THREAD RODS. EMBED 15" INTO CONC. W/ SIMPSON SET EPDXY 1"LEVELLING GROUT #5 0 12" 0.C. E.W. #5©x2'-0"DOWELS 0 12 0.C. ALL 4 SIDES. EMBED 6" INTO (E) CONC W/ EPDXY #3 x &&J7 TIES AND CROSSTIES, 2 SETS TOP & BOTTOM & 0 6" O.C. BALANCE 1 STD HOOK #5x VERT OWLS ALL 4 SIDES 0 12" 0.C. EMBED 8" INTO (E) CONC W/ EPDXY (E) CONC FTG & PLINTH 3 SCALE: 1" = 1'-0" .2 LS.2 TYPICAL STRENGTHENED COLUMN TO (E) SPREAD FOOTING fP_ 1/2" GUSSET HSS BRACE PER ELEVATION ERECTION BOLT ALIGN ALL MEMBERS AT THE WORK POINT (E) W BM STRENGTHENED ttF>5/16 V NOTE: 1. NOTE ALIGN ALL MEMBERS IN THE VERTICAL PLANE WITH (E) COL WEB AND/OR (E) BM WEB. ELEVATION SCALE: 1" = 1'-0" TYPICAL BRACING TO W REAM 1 SYMMETRY TYP CJP STIFF TYP STIFF CJP) (E) BEAM STRENGTHENED PER ELEVATION 5/16 5/16 (E) COLUMN STRENGHTENED PER ELEVATION NOTE: 1. CAREFULLY CUT STEEL PLATES TO FIT AROUND (E) STEEL AS SHOWN TO MAKE NECESSARY CONNECTIONS. 2. SIMILAR AT STRENGHTENED BEAM ONE SIDE OF COLUMN. ELEVATION EXTEND PLATES TO MEET ABOVE (E) BM (E) BEAM STRENGTHENED PER ELEVATION BEAM PER PLAN 5/16 5/16 It 3/8" STIFF EA. SIDE TYP AT BRACES I soi STIFF PLATE TO MATCH COLUMN FLANGE PLATE EACH SIDE EACH FLANGE (E) COPED BEAM FLANGES AND ANGLE CLIP / TYP WEB COVER R TO STL SCALE: 1" = 1'-0' TYPICAL STRENGTHENED BEAMS TO STRENGTHENED COLUMN S.2 LS.2 SLOT HSS FOR INSERTION OF GUSSET ft FULL HEIGHT 1 1/2"x16" STEEL PLATE 5/8 (E) W8x24 COL (E) COL & PLATES 3/8 3/8 FULL HEIGHT 1 1/16" STEEL PLATE ft. 1/2"x4 1/2" CONT. (E) ROOF DECKING It 1/4"x10 1/2" CONT. icy HSS BRACE PER ELEVATION ERECTION BOLT SLOT HSS FOR INSERTION OF It BEAM PER PLAN 5/16 V R 1/2"x9" CONT. 5/16 5/16 It 1/2" GUSSET 5/16 R 3/8" W/ (4) — 3/4" DIA A325 BOLTS (E) COL & PLATES PLAN -SECTION SCALE: 1 1/2" = 1'-0" COLUMN STRENGTHENING AT GRIDS 8 & P (E) BM & PLATES SECTION SCALE: 1 1/2" = 1'-0" TYPICAL BEAM STRENGTHENING 5/16 NOTE: 1. NOTE ALIGN ALL MEMBERS IN THE VERTICAL PLANE WITH (E) COL WEB AND/OR (E) BM WEB. ELEVATION FULL HEIGHT 1 1/16" STEEL PLATE 5/8 5/8 FULL HEIGHT 1 1/2"x16" STEEL PLATE 5/16 2-6 5/16 2-6 5/16 (E) W12x14 BEAM 5/16V N CJP 3/4" STIFFENERS EA. SIDE OF COL WEB TOP & BOTTOM • REVIEWED FOR 4CODE COMPLIANCE tt' • APPROVED JUN 18 2014 City of Tukwila BUILDING DIVISION (E) COLUMN STRENGTHENED PER ELEVATION 5 ADJACENT BEAM/BRACE SHOWN DASHED TYP STIFF N CJP \ TOP & BOT 5/16 5/16 / TYP \ STIFF ALIGN ALL MEMBERS AT THE WORK POINT F\ CJP SCALE: 1" - 1'-0„ TYPICAL BEAM AND BRACING TO STRENGTHENED COLUMN S.2 LS RECEIVED CITY OF TUKWILA JUN042014 PERMIT CENTER JOB NO. 14021 DATE: 05.27.2014 SHEET: 2 OF 2 DWG p LS.2