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Permit D13-067 - GOODWILL - TENANT IMPROVEMENT
GOODWILL 1174 ANDOVER PK W D13-067 City okukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov Parcel No.: 3523049085 Address: 1174 ANDOVER PK W TUKW Suite No: Project Name: GOODWILL DEVELOPMENT PERMIT Permit Number: D13-067 Issue Date: 03/05/2013 Permit Expires On: 09/01/2013 Owner: Name: DANELLIE LLC Address: 4664 95TH AVE NE , YARROW POINT WA 98004 Contact Person: Name: RUSSELL CLEGG Address: 18375 OLYMPIC AVS , TUKWILA WA 98188 Contractor: Name: RAINIER INDUSTRIES LTD Address: 18375 OLYMPIC AVS , TUKWILA, WA 98188 Contractor License No: RAINIIL066QP Lender: Name: Address: Phone: 206-228-5053 Phone: 425-251-1800 Expiration Date: 01/03/2015 DESCRIPTION OF WORK: RENEWAL OF EXPIRED PERMIT D 12-020 INSTALL (1) NEW AWNING, NO GRAPHICS Value of Construction: $13,335.00 Fees Collected: $182.10 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY **continued on next page** doc: IBC -7/10 D13-067 Printed: 03-05-2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: N Number: 0 Size (Inches): 0 Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non -Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: G Date: S/57o) O /3 Print Name: /?(--/ G/ S s P L// e7 -e This permit shall become null and void if the work is not commenced within 180 days from 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 DEPARTMENT CONDMONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: 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. 5: 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. doc: IBC -7/10 D13-067 Printed: 03-05-2013 6: The special inspections for steel elementf uildings and structures shall be required. -elding shall be done by a Washington Association of Building OfficilliPrtified welder. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: 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. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 12: 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. 13: ***FIRE DEPARTMENT CONDITIONS*** 14: Maintain sprinkler coverage per NFPA 13. Additiona/relocation of walls, closets, or partitions may require relocating and/or adding sprinlder heads. (IFC 901.4) (EXTEND SPRINKLER PROTECTION TO BENEATH AWNING) 15: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 16: All new sprinlder systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinlder work shall commence without approved drawings. (City Ordinance No. 2327). 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 18: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. doc: IBC -7/10 D13-067 Printed: 03-05-2013 CITY OF TUKTA Community Development Department Public Works Department Permit Center 6300 Soutlrcenter Blvd, Suite 100 Tukwila, WA 98/88 http://www.TukwilaWA.gov 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** j % King Co Assessor's Tax No.: �� o" lOaS �j Site Address: 1 I l LI A,% c o e'2 I /' c.. tAbE ��Suite Number: Tenant Name: C(1jj Oj ( / ) New Tenant: ❑ Yes R.No Floor: PROPERTY OWNER; Name: -1)\1,4 t. z.. 6 tz c City: •-"ki `.wt /00.State: k f� Zipqej 1tc.;� Address: 9‘0.6V qs'h f ve Email: rut ssc I \ . g) r in tee , Co►,^ ``/g City: vhiz2 / Z tsi/y' State:/A/A Zip:9j ijO" / CONTACT PERSON --person receiving all project communication Name: R,(1 ss 61 Ci eclty Address: 1s ?7S Oy'i p IC 41,63 City: •-"ki `.wt /00.State: k f� Zipqej 1tc.;� PhoneC200 -fav SQ5 ax: 947,6 725/ So 65 Email: rut ssc I \ . g) r in tee , Co►,^ GENERAL :CONTRAOTORRINFORMATION . Company Name: Re_A 1 l z e. _t Gr4snz/,irs ci/ Address: le, g'7 S ©( 4- v' S y�,p/c City. -z4 k kr 1 / Stater VA Zip: X66 Phone: g)5 as/ /000Fax: V4s xs7 5-0 46,5 Contr Reg No.: is 64 i k. O6& A PExp Date: Tukwila Business License No.: 1-1:Wpplications\Forms-Applications On Line \2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh ARCHITECT OF4RECORD`_ Company Name: (, W E iv6/Ne, i(96 Company Name: Address: ic7s 3o (Gee fill 116 De - Architect Name: Phone: (7O ) a p a./,o6/Fax: 'tea^ as) c i1 L Email: WW1)) e i u) e ne,�, n61.61231,4 J P1 -i Caw Address: City: City: State: Zip: Phone: Fax: Email: -ENGINOR-pktECORD Company Name: (, W E iv6/Ne, i(96 Engineer Name: jfoJ y4F 14 "65 Address: ic7s 3o (Gee fill 116 De - City: U') 45 State: /J / Zip:eq )?,. S Phone: (7O ) a p a./,o6/Fax: 'tea^ as) c i1 L Email: WW1)) e i u) e ne,�, n61.61231,4 J P1 -i Caw 1 LENDER/BOND ISSUED (retittyc for projects $5000 or greater,'pe RCWj9 27095) - " ,, , Name: �e. i.../=-.,Q,/,,de - gec/Li CC C 4 Address: City: State: Zip: \.(0 ,,\ 0 Page 1 of 4 BUILDING; PERIVIIT INFORMATIONW 206=:431=3670 Valuation of Project (contractor's bid price): $ 15, 2J'3 5; cjv Existing Building Valuation: $ Describe the scopef work (please provide detailed information): RE. WE -1W �C pi RE -Id %to 14-1ru_G1 PCIZ � D12-02.0 Will there be new rack storage? ❑ ....Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building,Areas:in Square;Footage Below Existing Interior Remodel Addition to Existing Stiucture New Type of Construction per: IBC type of ` ` Occupancy; per `IBC< 1a1 Floor 2nd Floor 3`d Floor': Floors • th.. 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If 'yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Materia! Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING p_VSZ:AUTH n A ` 6 Signature: +' Date: Print Name: /�4/ S s e/1/ �i � e �j t;9 Day Telephone: (V25) ` 5 / — 4& D Mailing Address: I B 7S 04(7/171P/ 4v S. 174v/14- tu4 43 186 City State H:Wpplications\Fornu-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Zip Page 4 of 4 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila 0 ...Water District #125 0 .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View ❑... Renton ❑ ...Sewer Availability Provided 0... Renton 0... Seattle Septic System: 0 On-site Septic System — For on-site se 'c system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxesw ❑ .. Civil Plans (Maximum Paper Size — 22" ❑ .. Technical Information Report (Storm Draina 0... Geotechnical Report ❑ .. Bond 0... Insurance ❑... ..ement(s) 0...Maintenance Agreement(s) ha 4") Proposed Activities (mark boxes that apply): 0 .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities 0 .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (I) ❑ .. Water Only Meter Size 0 .. Sewer Main Extension Pu c ❑ ❑ .. Water Main Extension P,t'ilic 0 0... Abandon Septic 0...Curb Cut 0... Pavement 0... Looped is e Line raffle Impact Analysis .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use -,' ofit for less than 72 hours ❑... Right-of-way Potential Disturbance ❑.. W U in Flood Zone orm Drainage WO # (2) " WO ' WO # (2) " WO # WO # ❑ .. Deduct Private 0 Private 0 ❑...Grease Interceptor ❑ ... Channelization ❑...Trench Excavation 0...Utility Undergrounding (3) (3) ter Meter Size " WO# " WO# FINANCE INFORMATION Fire Line Size at Property L. 0 .. Water I .. Sewer ❑ .. Sewage Treatment Month! Service Billi'._ to: Number of Public Fire Hydrant(s) Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City Day Telephone: State Zip City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications'Permit Application Revised - 2-7-I2.docx Revised: February 2012 bh Page 3 o(1.11—A �L) J r City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http:/1www.TukwilaWA.gov Parcel No.: 3523049085 Address: 1174 ANDOVER PK W TUKW Suite No: Applicant: GOODWILL RECEIPT Permit Number: D13-067 Status: PENDING Applied Date: 02/26/2013 Issue Date: Receipt No.: R13-00915 Payment Amount: $182.10 Initials: WER Payment Date: 02/26/2013 02:49 PM User ID: 1655 Balance: $0.00 Payee: RAINIER INDUSTRIES LTD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 78803 182.10 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 177.60 640.237.114 4.50 Total: $182.10 Pr-into/1. n9_9R-9n13 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 V - 13� 4—T Project: C-,CxD 71 TI_ L.. Type of Inspection: . . FCOT 1 NSG— ri &J t L.. Address: 1 I ") LI Amoovc. R ,3 ►4 t"..i Date Called: Special Instructions: Date Wanted:. 3 + 1.-, f m:_ p.m. Requester: Phone No: aO6- 22 —50 jApproved per applicable codes. Corrections required prior to approval. COMMENTS: I? A-lv\) 1(.. - t\ t ' Ne, �,,,��1r-,o �� r\M 1 • Inspe4,1 Ji.���rc :,L.ts. REINSPECTION FEE REQ'IJIRED. Prior to next inspection. fee must be paid at 6300 Southcenter gilvd.. Suite 100. Call to schedule reinspection. Date: 0 INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT INSPECTION RECORD Retain a copy with permit .1)1'3- 0(07 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: 66dk,i1 A"'"'.''''S Type of Inspection r,F-1,-",I Sprinklers: Address: 117,1 AO ovf— rk 1x-.) Suite #: Contact Person: Hood & Duct: Instructions: Phone No.:. CI ()Special Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: A) Sprinklers: Fire Alarm: r5— Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Av., s'1 J Date: 'S_3 _ /3 Hrs.: r5— $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form:Doc 6/11/10 T.F.D. Form F.P. 113 ENGINEEIN Date: 02/14/2013 Attention: Russell Clegg Rainier Industries Ltd. 18375 Olympic Ave. S Tukwila, Washington 98188 Phone: 425-981-1800 Email: russellc@rainier.com 10530 Hope Mills Drive Las Vegas, NV 89135 Phone: 702.202.0061 Fax: 702.221.9962 Email: Hongyu@hwengineeringUSA.com Web: www.hwengineeringUSA.com Structural RFI LIVED CITY OF TUKWILA MAR 18 2013 PERMIT CENTER Project: 12015 (Goodwill Canopy) 02/14/2013 Do 13—o‘7 RFI Item #1: (4) #4 reinforcing bars were called out on detail B of sheet P5.00 on previous approved shop drawings. During field construction, these reinforcing bars were missed. Special inspection was not called on concrete foundation. RFI Response to Item #1: As -built concrete foundation is acceptable per our engineering review. The maximum design vertical and lateral loads on each footing are less than 200 lbs. Bending moment is very limited on the concrete footing. Steel reinforcement is not required structurally. In addition, concrete strength 2500psi was used in our design for footings; therefore special inspection on foundation is not required from us. RFI Item #2: Hilti '/2" dia. X 3" KB -TZ stainless steel anchors were called out for column base plate to concrete anchorage on detail B of sheet P5.00 on previous approved shop drawings. Special inspection was not called on anchor installation. RFI Response to Item #2: The maximum design vertical and lateral loads on the base plates are less than 200 lbs. There are total 4 anchors per base plate. The anchors are mainly to maintain column stability. In our opinion, a visual inspection from approved special inspection agency will be adequate to this firm. If you have any questions, please feel free to contact us. Sincerely, Hongyu Wang, P.E., S.E. HW Engineering Job#12015 RFI 02.14.2013 EXPIRES: 05/2:51A 02.14.2013 1 of 4 HW Engineering Job#12015 RFI 02.14.2013 3 of 4 e Name: :\O I SluKvtLOPMLN 1\GOOOWIB T UKwBa 161195 - Wedge Awning\Orawing\161195 - GOOOWIII TUKNdIa. Sher Manner EXISTING CONCRETE WALL /L .25' THK STEEL PLATE Y•DIA, x 3' LONG HILT] KB -TZ SS EXPANSION ANCHOR - -- - / . RAINIER Y'-20 LOCKNUT - EXISTING CONCRETE WALL CAULK - GEOCEL 2300 AWNING TOP BAR 3116' THICK z 1• WIDE Z.BRACKET, 1p••;rMutts, • _ Li 18:{7510FPCAw.S TI{ ,WA 96189 _ Wow. x 3• LONG •OLA. A307 THRU-BOLT E o a � E l •I ring7ob#.12g5 RFI 02. .2 3' X 3':,' STEEL SQUARE TUBE HILTI KB -TZ SS EXPANSION ANCHOR ' 1 . MIMIC 1111n1 1i. ;V THK STEEL PLATE Q (1) @ EVERY RAFTER - TOP BAR 800-869-7162 Toll Free ' 4414 HEX HD. TEK SCREW i4'DIA x 3' LONG HILT! KB -TZ 425-251-1800 Phone 425-251-5065 Fax 2 NEW CONCRETE FOOTING; 24'x 2451 a'EA.(WAY _ _„ _ _ _ _ a FILL GAP WITH e 1 _ QUICK DRY CEMENT �� SS EXPANSION ANCHOR �1 AWNING RAFTER www.Rainier.com aye down coram on nand I d. �; Ef a 4 ri rl QIIIIIIIIIIIIIIIIIII'IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIddIIdIU • Iii I I Nr Felon CawrOn Lm rd r L n cow .errx renkl const.of On a eases admr, �7}' Q a ISO 11001:E EDS Iso 140ot Era - REGISTERED - .11 i 9• e11 G d ° E 5E'DU. x 3" LONG HILTI KB -TZ SS EXPANSION ANCHOR V GOODWILL h G d Zd• G a Q Description: STANCHION TO WALL ATTACHMENTA Description: STANCHION TO GROUND ATTACHMENT (` Description: UPPER ATTACHMENT DETAIL 1174ANDOVERPARKWAY QTY: 4 Scale: 3" = 1r-0" Material: 3"x3" STEEL B QTY: 4 Scale: 3" = 1-0" Material: 3"x3" STEEL v QTY: - Scale: 6" = 1-0" Material: MISC 1UuWA981:: Q 0'146'x4 V TEK SCREW AWNING FRAME TO STANCHION BEAM EVERY 12' DURING INSTALL Imo- EXISTING CONCRETE WALL res t 3. y, F 31• 16 —7- T _mm 1 WALL PLATE QUANTITY (4) - Q Y1'DIA, x 3' LONG HILTI KB -TZ EXPANSION ANCHOR O 12•TYP AWNING FRAME Y x Y Fax SINGLE -HOLE STEEL Z -BRACKET (1) 4) EVERY RAFTER - BOTTOM BAR ' zr QIIUIIUppUIIUIIUUIIIIIIIIIIIIIIII IIIIIUI'llllllllllll IIII HEX HD. J� 9 — TE TEK SCREW WILLARD PARK 9• r , ' AA Q 01 x4 -...-Q Sys' a'0'/rtl1 i1 WEDGEAWNING Q ATTACHMENT DETAIL W Work Odor Sumter 161195 BOTTOM PLATE STEEL STANCHION 3• x 3• AWNING FRAME TUBING GoanTm COLLEEN H QUANTITY (4) -� 1ro it ` Orson Ely TSM I01-16-2012 } Affr )- RI. TYP I 0 J Cne k d By/ One 0 .. 0M IMO By N MICHAEL EIABBITT ' • 1escription: WATERJET CUT PLATES C Description: LOWER ATTACHMENT DETAIL Pined Wrenn o Description: FRAME TO STANCHION ATTACHMENT D -1 Scale: 3" = 1r-0" Material: " THK STEEL E QTY: 4 Scale: 3" =1r-0" Material: MISC r QTY: - Scale: 6" =1-0" Material: MISC P5.00 e Name: :\O I SluKvtLOPMLN 1\GOOOWIB T UKwBa 161195 - Wedge Awning\Orawing\161195 - GOOOWIII TUKNdIa. Sher Manner OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 12-0757 Report Number: 260059 - Revised Permit Number: D-13-067 Project: Goodwill Industries - Tukwila Client: Rainier Industries, LTD. Address: 1174 Andover Parkway West, Tukwila Address: 18375 Olympic Avenue South, Tukwila Inspector: John Reeder Date: 12/18/2012 Description/Location: Inspected the pre-installed anchors for the awning frame at loading dock area. The anchor bolts appear to be Hilti KBTZ W x 51/2" expansion anchors. From the visible length of the bolts showing, it appears that the anchor bolts have 3" to 5" embedment. Intended Use: Anchor bolts for awning frame Building Code & Year: 2009 IBC Anchor Type: ►5 Expansion ■ Screw ■ Sleeve IN Drop In Anchor Size & Quantity: 1/2" (32) ESR Number: 1917 Anchor Manufacturer: Hilti-TZ Hole Diameter: N/A Hole Depth: 3-5" Required Embedment: 3" Anchor Length: 5 Y2" Concrete Thickness: N/A Concrete Strength: N/A Base Material: ►ZI Normal Weight Concrete ■ Light Weight Concrete • CMU • Brick • Composite Deck Hole Cleaning: • Compressed Air ■ Hand Pump ■ Other: ORA Torque Wrench ID: 5998 Torque: 40 ft -lbs Drill Bit (ANSI 6212.15): • Yes 1 No Weather: Overcast Ambient Temperature: 38°F Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor Architect X Building Dept. Others Comments Conforms X Does Not Conform RECEIVED CITY OF TUKWILA MAR 18 2013 PERMIT CENTER Technical Responsibility: r sen Project i Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADM/N-87-01 (Rev 7/09) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 262576 - Revised Project: Goodwill Industries, Tukwila Address: 1174 Andover Parkway West, Tukwila Client: Rainier Industries, Ltd. Permit Number: Job Number: Client Address: D-13-067 12-0757 18375 Olympic Avenue South Tukwila, WA 98188 Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection X Other (specify): Other (specify): Inspector and Date Remarks Anthony Garland 02/15/2013 Copies to: x Client Owner Architect On site at Goodwill Tukwila for visual welding inspection. Inspection was done on the awning located at the drop-off walkway on the north side of the building, per note #8 of the general notes. Inspection was to be done during construction. Inspection had been missed and engineer was notified of circumstances. Visual inspection was performed on all welding of the four (4) 3"x3"xW steel tube stanchions shown on detail C/OP4.00. Although welds have been painted, contour and face of weld was found to be visible, sufficient for visual inspection. All welds were found to meet AWS D1.1 Table 6.1 visual acceptance criteria. NOTE: Photographs of base plate construction were received from contractor. Anchor bolts had previously been inspected (see ORA proprietary anchor report #260059, dated 12/18/2013. Reference Standard(s) Used: 2010 AWS D1.1 CONFORMS RECEIVED CITY OF TUKWILA x Engineer Contractor x Building Dept. Others MAR 1 8 2013 PERMIT CENTER Technical Responsibility: Project Manager Thls report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -63-05 (Rev 10/10) GENERAL NOTES 1. These drawings have been prepared primarily to safeguard against major structural damage and loss of life, not to limit damage or maintain function -as per requirements of the current accepted building code as listed In the Basis for Design. 2. An experienced licensed contractor with a working knowledge of applicable codes and industry accepted standard practices shall perform the work depicted In these drawings. 3. All work shall conform to the minimum standards of the current governing building code and industry specific spedticatlons and standards. The contractor shall comply with requirements of all regulatory agencies with authority over any portion of the work. Work not explldty shown on these drawings shall conform to all applicable codes and accepted standard practices. 4. The contractor shall verify at dimensions, elevations and conditions on these drawings with the architectural and all other discipline drawings prior to start of construction. Notify architect or EOR in writing before the start of construction regarding discrepancies, omissions or variations, or they shall become the sole responsibility of the contractor. Notes and the specific details on these drawings take precedence over general structural notes and typical details. 5. Construction methods are not indicated on these drawings. The contractor shall be solely responsible for all methods, sequences and procedures of construction. The contractor shall provide adequate shoring, bracing, formwork, etc. as required for the protection of life and property during construction. 6. Openings, pockets, etc. larger than 6 inches shall not be placed in structural members unless spedflcally detailed on these drawings. When drawings by others show items in structural members not shown on the structural drawings, notify the engineer In writing to determine correct disposition. 7. Site visits by the EOR are a resource for the contractor and shall not be considered as spedal inspections. 8. General Inspection and special Inspection shall be performed during construction as required by the local governing municipality. BASIS FOR DESIGN 1. Goveming Building Code: 2009 International Building Code 2. Occupancy Category: II 3. Roof Loads: Dead Load •' Live Load Snow Load 4. Wind Design: Basic Wind Speed = 85 mph Wind Exposure = C Wind Importance Factor= 1.0 (Category II) Mean Roof Height = less than 15-0' 5. Seismic Design: Wind loads govem lateral structural design. = self weight + 2 psf misc. dead load = 20 psf (non-reducible) = 25 psf (minimum required snow load) REVIEWED FOR CODE COMPLIANCE APPROVEb MAR 01 2013 City of u ila BUILDING ISION CONCRETE 1. Foundation design is based upon Pc = 2500 PSI for all concrete in contact with the soil. Geotechnical Engineer shall provide Information regarding on-site soils with sulfate exposures as per current accepted code as listed in the basis for design or as follows: Exposure Moderate Severe Very severe w/c 0.50 0.45 0.45 28 -day (Pc) Sol. Sulfate Cement 4000 PSI 0.1 - 0.2 11 4500 PSI 0.2 - 2.0 V 4500 PSI over 2.0 V + pozzolan Minimum 28 -day strength concrete placed In the field shall be (Pc), 3000 PSI. 2. Concrete mixes shall be designed by a certified concrete testing laboratory and approved by the EOR. 3. All concrete shall be normal weight 145 PCF with haudrock aggregates. 4. Maximum slump shall be 5 Inches, and the water shall be dean and potable. 5. Portland cement shall be ASTM C 150 type V for concrete in contact with soil. Type 11 cement may be used elsewhere. Type V plus pozzolan shall be used where concrete is in contact with soil containing very severe sulfate exposure. 6. Fly ash shall comply with ASTM C 618, class F, and shall be approved by the Architect in writing before being used on the Job. When used, fly ash content shag be 15 percent to 25 percent. Water -cement ratio shall be based on total cementitous material. 7. Aggregates shall comply with ASTM C 33, use 3/4" maximum aggregate size in structural concrete, 1 1/2" maximum in slabs on grade and 3/8' pea gravel in grouts only unless specifically noted otherwise on the plans or by approval by the EOR in writing. 8. High early strength concrete may be used when requested by the contractor. Mix design data using field -cured specimens shall be submitted for review and approval. 9. No more than 90 minutes shall elapse between concrete batching and placement unless approved by the EOR in writing. 10. Concrete mixing, placement and quality shall be per the current accepted code as listed in the basis for design. Mechanically vibrate all concrete. Vibrate slabs on grade around and under floor ducts or similar elements. 11. Remove all debris from forms before placing concrete. Concrete shall be carefully placed in reinforced elements so as to avoid segregation of aggregates. Unconfined fall of concrete shall not exceed five feet unless approved the by EOR in writing. 12. Reinforcing, dowels, bolts, anchors, sleeves, embeds, etc shall be securely positioned in the forms prior to placement of the concrete. 13. Protect concrete from damage or reduced strength due to cold or hot weather in accordance with ACI 305 and 306. Contractor shall take special curing precautions to minimize shrinkage cracking of concrete slabs. 14. Pipes and electrical conduits shall not be embedded in structural concrete except where specifically approved by the EOR. Embedded items shall not Impair the strength of the member. STRUCTURAL STEEL 1. Structural steel members shall conform to the following Standard steel shapes: Rolled wide flange sections: Bars and plates: Tubes and pipes: Standard pipes: Cold formed tubes, studs, etc.: High strength bolts: All other bolts: standards and material properties, U.N.O.: ASTM A36 (36 ksi) ASTM A992 (50 ksi) ASTM A36 (36 ksi) ASTM A500 Grade B (46/42 ksi) ASTM A53 Grade B (35 ksi) ASTM A653 (50 ksi) ASTM A325 ASTM A307 8. Grout beneath column bases or bearing plates shall be 5000 psi minimum non -shrink flowable grout or drypack. Install grout under bearing plates before framing members are installed. At columns, Install grout under base plates after column has been plumbed but prior to floor or roof installation. Grout depth shall drypack to be placed beneath plate without voids. 9. Welded moment frame connections shall comply with the following requirements: Access holes shall be smooth and free of notches. Minimum preheat per AWS requirements shall be maintained for all welds including tack welds. Verify preheat with temperature indicating Weld material shall comply with Charpy V -Notch requirement of 20 ft -lbs at -20° F. End dams are not allowed. All weld layers shall be completed full width of flange before new layer is started. Maximum layer thickness equals W. maximum bead width equals 5/8". Grind edges of weld smooth and flush with edges of abutting parts. Notches or grooves shall be filled and ground smooth. 10. Alt misc. welds not noted, including stiffeners, misc. plates, etc. shall be per AISC manual table J2.4. STRUCTURAL ALUMINUM 1. All aluminum alloys shall be minimum 6061-T6 with minimum tensile yield stress 35 ksl, U.N.O. 2. All aluminum welds shall conform to AWS D1.2-83 (30) specifications. 3. Aluminum parts shall be welded with an Inert gas shielded arc or resistance welding process. No welding process that requires a weking flu complying with the governing code and specifications requirements shall be used. 4. All welds of structural members shall be performed by welders qualified in accordance with the governing code procedures. 5. Welding of aluminum shall be in accordance with nationally recognized standards. 6. Oxygen cutting of aluminum alloys shall not be permitted. 7. Where aluminum alloy parts are in contact with dissimilar metals (other than stainless, aluminized or galvardzed steel) or absorbent building m intermittently wet, the faying surfaces shall be painted or otherwise separated In accordance with the current aluminum specifications. 8. During erection, structural aluminum shall be adequately braced and fastened to resist dead, wind and erection loads. Fasteners 1. Screws shall be set -tapping hex head sheet metal screws with current ICBO/ICC rating for material into which installation occurs. 2. Screws which are removed shall be replaced with a larger diameter screw where replacement Is made into an existing hole. Replace all screws which strip out material. 3. Screws shall be spaced no closer than 5/8" o.c. and maintain a minimum free edge distance of 1/7, U.N.O. 4. Clip angles or flat dips used for attachment shall be a minimum of 33 mils, U.N.O. Size all dip angles and flat dips to maintain minimum screw spacing and edge distances as noted above. 5. All screws #8 and larger shall have a minimum head size of 5/16". All screws shall have sufficient length to ensure penetration Into aluminum/steel by at least (2) full diameter threads. 6. All screws shall be a minimum of #8 self -tapping screws, U.N.O. 7. All anchors installed Into concrete shall be Hilti KB TZ expansion anchors (ESR -1917) or Hilti HIT -RE 500 -SD adhesive anchors (ESR -2322). All anchors Installed Into CMU shall be Hilti KB 111 expansion anchors (ESR -1385) or Hilti HIT HY-150 adhesive anchors (ESR -1967). Approved equivalent anchors with current ICBO/ICC reports may be used at the contractor's discretion. 8. All bolts shall be Installed as bearing -type connections with threads excluded from shear plane (type "x" connection), U.N.O. High-strength bolts shall be snug tightened using any AISC approved method and do not require special inspections unless noted otherwise. All bolts in slotted or oversize holes and all high-strength bolts shall be installed with washers. SEPARATE PECIMIT REQUIRED FOR: yons. Mechanical -lactrical Plumbing Gas Piping City of Tukwila BUILDIV !I.,- ION aterials Rely to be continuously or SPECIAL INSPECTION 1. All required spedal inspections shall be performed in accordance with the current accepted building code. Check with the local building department for required spedal inspections. 2. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the local building department, for the inspectlon of the particular type of construction or operation requiring special inspection. 3. The special inspector shall Inspect the work assigned for conformance with the approved contract drawings and specifications. The spedal Inspector shall furnish Inspection reports to the local building department, the EOR and other designated persons required by the goveming building official. Alt discrepancies shall be brought to the Immediate attention of the contractor for correction, and then if uncorrected in a reasonable period of time, the EOR and the building official shall be notified. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspectors knowledge, constructed in conformance with the approved plans and specifications and the applicable building code provisions 4. Inspectors shall inspect from an approved set of contract drawings, shop drawings shall not be used in lieu of the approved contract drawings for inspection purposes. 5. Certificate of approval regarding materials and inspection of prefabricated items shall be provided in accordance with the current accepted building code . REVISIONS No changes shall bemade to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 2. Where steel beam is used in connection to wood framing, a 3x DF -L stud grade plate will be bolted to the top flange with '14" dia. bolts staggered at 24" o.c. 3. Structural steel shall be fabricated and erected in accordance with AISC specifications or the design fabrication and erection of structural steel buildings. 4. All welds shall be minimum 1/8" E70XX all around weld, U.N.O. 5. Welders shall be AWS certified or equivalent (WAVO). All welding shall use E70 series low hydrogen electrodes. All welding shall conform to the latest American Welding Society standards; welds on drawings are shown as shop welds. Contractor may shop weld or field weld at his discretion. All full penetration welds shall be tested and certified by an independent testing laboratory. 6. All bolts shall be installed as bearing -type connections with threads excluded from shear plane (type "x" connection), U.N.O. High-strength bolts shall be snug tightened using any AISC approved method and do not require special inspections unless noted otherwise. All bolts in slotted or oversize holes and all high-strength bolts shall be installed with washers. 7. All expansion or epoxy bolts shall have current ICBO/ICC rating for material into which installation occurs. Headed studs shall conform to all requirements of the latest edition of the "recommended practices for stud welding" and the "structural welding code" published by AWS. All bolts, anchor bolts, expansion bolts, etc. shall be installed with steel washers at face of wood. FILE Permft No. Plan review approval is subject to errors and whim. Approval of construction documents does not auttrAze the violation of an adopted code or ordinance. Receipt of approved and acknowledged: BY Orme ®z.3 City Of 'Tukwila BUILDING DIVISION � 13- 4 (o 7 1 EXPIRES: os/281, 2, RECEIVED CITY OF TUKWILA FEB 2 6 2013 PERMIT CENTER :il.. AI.......• 1)•\f1TC\f1FVFI (1DMF JTf nnrlwill Tukwila\1r.11QS - Worinc Awninn\rlrawinn\1A110r - r^-nnrtwill TrJrwila rtwn 1WIt8G1Industries, Ltd 18375 aynpicAua S: TtiathWA 981 800-869-7162 Toll Free 425-251-1800 Phone 425-251-5065 Fax www.Ralnier.com Original design concepts arepm under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED ISO 14001: EMS - REGISTERED GOODWILL 1174 ANDOVERPARKWAYW TUK VILA WA98188 Revisions WILLARD PARK Sales Person (1) WEDGE AWNING Job Name ENGINEERING NOTES RI Work Order Number 161195 Drawing Title COLLEEN H Drawn By TSM 101-16-2012 Checked By / Date Issue Date / By MICHAEL BABBITT Project Manager P0.00 Sheaf Nun,har PROPOSED AWNING LOCATION 0.0 i SCOPE OF WORK: 0 WEDGE AWNING • FRONT: • WALL • PRQI: • TRUSS: GENERAL NOTES: 0 0 0 0 0 REVIEWED FOR CODE COMPLIANCE G, PPROVIW CSAR 01 2013 City • f 1NCtWila BUILDING DIVISION Vicinity Map Scale: NTS 12 - 0' (x3) (Total: 36) 4' - 0' 1Z - 0' 0'-4' GENERAL • ALL SHOPS - WHEN APPROPRIATE OR AT THE COMPLETION OF THE PROJECT; RETURN SHOP DRAWINGS WITH REVISIONS/NOTATIONS/ CORRECTIONS TO DTS SO THE MASTER COPY CAN BE UPDATED. FRAME • ALUMINUM FRAME • ALL JOINTS TIG WELDED 2-SDES MINIMUM ( U.O.N.) • SIZE OF WELDS, GAS & FILLER MATERIAL TO BE BASED ON AWS STANDARDS • VERIFY THE TOLERANCEIF1T OF ALL HOLES SIZES WHERE PINS, BOLTS OR SMILAR WILL BE USED. • DE-BURRIEASE ANY SHARP EDGES OR CORNERS PER THE SHOPS QC INSPECTION PROCEDURES • ALL TOLERANCE TO BE+/ -1/16' (U.O.N.) o WHERE 20R MORE PIECES HAVE TO FIT TOGETHER- SHOP TO VERIFY THAT THE FINAL PRODUCT WILL FUNCTION, REGARDLESS OF STANDARD OR NOTED TOLERANCE • FRAME FINISH HALL FINISH • METAL ON WINGS • NO METAL ON TRUSS STANCHIONS • 3' x 3" STEL SQUARE TUBE • WELDEDALL SDES • CAP ENDS • WEEP HOLE ON ONE END • INSTALL FIRST, LEVEL, THEN TEK SCREW FRAME TO STANCHION BEAMS • FINISH POWDER COAT o COLOR TBD ROOFING • SNAPLOC STANDING SEAM o 26 GA o COLOR TBD INSTALL • ON STE POWER AVAILABLE • PERMIT REQUIRED RECEIVED CIITY OF TUKWILA FEB 2 6 2013 PER IT CENTER -----.-.1 _ ___...Sheet _...Sheet Index -Page—' -----Description Revision # Date P1.00 Site Photo / General Notes / Sheet Index P1.10 Site Plan P2.00 Elevations P3.00 Frame #1, #2 & #3 P4.00 Details P5.00 Attachment Details P•MITC%nF\/FI ODMFNT\nnnrlwill Trrkwila\11QS - Warina Cwninn\flrawinn\/F,11Q' - rlwn Rainierindutiess Ltd 1e375C1YrrpicAvaS. TLlaru$WA 98188 800-869-7162 Toll Free 425-251-1800 Phone 425-251-5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. My reproduction of this design concept without written consent Is expressly forbidden. 1S0 9001:2000 REGISTERED ISO 14001: EMS - REGISTERED GOODWILL 1174ANDOVER PARKWAYW TUKWNILA WA981 Revisions WILLARD PARK Sales Person (1) WEDGE AWNING Job Name SITE PHOTO / OVERVIEW RI Work Order Number 161195 Drawing 5 itle COLLEEN H Drawn By TSM / 01-16-2012 Checked By / Date Issue Date / By MICHAEL BABBITT Project Manager P1 .00 Shoat Nnmhar /////// 1174 ANDOVER PARKWAY WEST TUKWILA, WASHINTGON 98188 /// 36-0' TOTAL WIDTH 12'-0' FRAME #1 3" FROM EXISTING AWNING .. ti:..-"�!l:'L1w11• i1 .www -i P'OPOS�°O DROP-OFF WALKWAY • HANDRAIL c) Plot Plan cale: 3/16" 11-V21 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2 6 2013 PERMIT CENTER 1 SES: ©5' . /12j P.\IITC\IlP\/FI OPMFNT\(.nnrlwill Ts ilrwilM 1 A 1QS - Wnrino Cwninn\tlrawinn\1Al 1Q' - annrlwill TIIIf1AIlIa rlwn RiniarIndushiestlid 18375Ctmcke.S TikAtl, WA 98183 800-869-7162 Toll Free 425-251-1800 Phone 425-251-5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Balmer Industries. Ltd. My reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED ISO 14001: EMS - REGISTERED GOODWILL 1174ANDOVER PARKWAYW TUKMLA WA98188 Revisions WILLARD PARK Sales Person (1) WEDGE AWNING JobName PLOT PLAN / OVERVIEW RI Work Order Number 161195 Drawing Title COLLEEN H Drawn By TSM / 01-16-2012 Checked By / Date Issue Date / By MICHAEL BABBITT Project Manager P1.10 Shoat Numher REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2013 City of Tukwila BUILDING DIVISION Iry PROPOSED NEW AWNING 36-0" 40'-62" EXISTING AWNING 4.-32 STANCHION "A" STANCHION "B" STANCHION "C" STANCHION "D" N 0) East Elevation View® Scale: 1/4" =1-0 RECEIVED CITY OF TUKWILA FEB 2 6 2013 PERMIT CENTER 1 EXPIRES: osiiT,2j II.. AI.,.....• D•\IITS\IlFVFI f1DMFNT\Crwlwili TikkwiIA%1f.11QS - Waring. Awninn\Ilrawinn\1(.11 QS - (:nrvfwill Tukwila Awn Ra r Industries, Ll! 183750yrtpicAue Tdada,WA 981 800-869-7162 Toll Free 425-251-1800 Phone 425-251-5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reproducllon of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED ISO 14001: EMS - REGISTERED GOODWILL 1174 ANDOVER PARKWAY TUKWILA, WA 98188 Revisions WILLARD PARK Sales Person (1) WEDGE AWNING Job Name ELEVATION VIEWS RI Work Order Number 161195 Drawing Title COLLEEN H Drawn By TSM / 01-16-2012 Checked By / Date Issue Date 1 By MICHAEL BABBITT Project Manager P2.00 Sheat Member O O O 1'x 1'x.110 ALUM. TUBE 1"x 2'x.125 ALUM. TUBE 7x 7x.125 ALUM. TUBE FRAME BREAK Isometric View Frame #1 ® Scale: 3/16" =1'-0" Isometric View Frame #2 Scale: 3/16" =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2013 City of Tukwila BUILDING DIVISION Isometric View Frame #3 © Scale: 3/16" =1'-0" RECEIVED CITY OF TUKWILA FEB 2 6 2013 PERMIT CENTER 1 EXPIRES: O /38112) D•\f1Tf\f1F\/FI f1DMFNT\(-rvvlwi11 drinnIM1 Al 1 Qc Warina Cwninn\flrawtnn\1F.11QS - (.rwlwill Tiilrwila churl Ramerhndustries, Ltd 183750117 hie.s Tibia, WA 981 800-869-7162 Toll Free 425-251-1800 Phone 425-251-5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reprodudwn of this design concept without written consent is expressly forbidden. 1S0 9001:2000 REGISTERED ISO 14001: EMS - REGISTERED GOODWILL 1174 ANDOVER PARKWAY IA TUKWILA, WA98188 Revisions WILLARD PARK Sales Person (1) WEDGE AWNING .tib ame FRAME LAYOUTS RI Work Order Number 161195 Drawing Title COLLEEN H Drawn By TSM / 01-16-2012 Checked By / Date Issue Date / By MICHAEL BABBITT Project Manager P3.00 Choat Numhar A 1" 12. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2013 City of Tukwila BUILDING DIVISION Description: FRAME SECTION VIEW Scale: 4" =1'-0" 12'-0" 'A'=19.6" B' =18'-8" "C" =1 7'-8" "D° =16'-8° 3'-0" 11- 3' x3"x 1/8 3'x3"x118' STEEL SQUARE TUBE MITER CORNER 3" x 3' x 1/8" STEEL SQUARE TUBE Yit Y 3"x3"x118" STEEL TELESCOPTING SQUARE TUBE 2 Y2" x 2 Y" X 1/8" STEEL SQUARE TUBE Description: STANCHIONS Material: ALUMINUM Scale: 6" =1'-0" Material: 3"x3" STEEL 12'-0" CEIVED CITY OF TUKWILA FEB 2 6 2013 PERMIT CENTER Description: FRAME END VIEW il.. AL..," QTY: 3 (Scale: 4" = 1'-0" 1 Material: ALUMINUM D•\(ITC\frVI I rIPMFNT\(.nnrlWill Tsd,wilM1F,11QS _ Wnrina Awninn\Ilrawinn\1(,1106 - I:nnriw II Tukwila riven Description: ISOMETRIC OF COMPLETED AWNING QTY: 1 Scale: 32" =1'-0" Material: MISC Rainier Industries, Ltd 1837501yrricArea Ttivia, WA 981 800-869-7162 Toll Free 425-251-1800 Phone 425-251-5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reproduction of this design concept without written consent Is expressly forbidden. ISO 9001:2000 REGISTERED ISO 14001: EMS - REGISTERED GOODWILL 1174 ANDOVER PARKWAY V TUKWILA, WA98188 Revisions WILLARD PARK Sales Person (11 WEDGE AWNING 1041ame DETAILS RI Work Order Number 161195 Drawing Title COLLEEN H Drawn By TSM / 01-16-2012 Checked By I Date Issue Date / By MICHAEL BABBITT Project Manager P4.00 Shoat Numlwr •4 ' d d 4 EXISTING 1 CONCRETE WALL .25" THK STEEL PLATE Y2"DIA. x 3' LONG HILTI KB -TZ SS EXPANSION ANCHOR n Ye' -20 LOCKNUT v Q Q EXISTING CONCRETE WALL CAULK - GEOCEL 2300 AWNING TOP BAR 3116' THICK x 1" WIDE Z -BRACKET, (1) @ EVERY RAFTER -TOP BAR Y"DIA. x 3' LONG % 'DIA A307 THRU-BOLT d U►a �+1 HILTI' KB -TZ SS � � : """ = -- � _ I —� `I`r 3° X 3" x �° STEEL SQUARE TUBE EXPANSION 3" _ , 13. If- - 14 I- 4' 4 ANCHOR ANCHOR 13. 4 THK STEEL PLATE epl 4 #14 HEX HD. TEK SCREW 1� Y"DIA. x 3" LONG HILTI KB -TZ SS EXPANSION ANCHOR 11 t` F•, ? NEW CONCRETE FOOTING; 24'x 24'x 16" W/ (4) #4 EA WAY `D 11 1 `�' FILL GAP WITH QUICK DRY CEMENT Ir AWNING RAFTER �1 '�--- Ai- d 4 d d d ° d III IiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIi= A--, 11111 IVY . +4' 1 'r iv II ~ Cp 0 al 1N ftaa 4.d 4fi2n (9 'f H+IIa1IIIIliaM►aa1I11,I, - Y2"DIA. x 3" LONG HILTI KB -TZ SS EXPANSION ANCHOR D 4 d 4 a. 4 4 4 d V cs����`? NAL O .. ti 4 d a 7-0° d 4 I ifs: osj2.:512 j A Description: STANCHION TO WALL ATTACHMENT Description: STANCHION TO GROUND ATTACHMENT `-� Description: UPPER ATTACHMENT DETAIL QTY: 4 Scale: 3" =1-0" Material: 3"x3" STEEL QTY: - Scale: 6" =1-0" Material: MISC QTY: 4 --,Scale: 3" =1-0" Material: 3"x3" STEEL — O 4,x4 —0-0CODE RtVIEWED FOR COMPLIANCE APPROVED MAR 01 2013 City of Tukwila UILDING DIVISION SCREW AWNING FRAME TO STANCHION BEAM EVERY 12' DURING INSTALL _ EXISTING CONCRETE WALL Y2 -DIA. x 3" LONG HILTI KB -TZ SS EXPANSION ANCHOR SINGLE -HOLE STEEL Z -BRACKET (1) @ EVERY RAFTER - BOTTOM BAR f 3" i WALL PLATE r 316° ir- EnTEK QUANTITY (4) O 2--- R?" TYP 0 + I 12-TYP AWNING FRAME 2" x 2" N i (IIIIIIIIIIIIIVIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIIII NI #14 HEX HD. 9" ,�. TEK SCREW A 9' O 4"x4 —•••-.0 ---'1 216 �� 4 /lllllllllll � S ` AWNINGFRAME RECEIVED CITY OF TUKWILA B—� 31. 4 STEL STANCHION E 3•x3° QUANTITY (4) O RI" TYP t O FEB 2 6 2013 PERMIT CENTER D Description: WATERJET CUT PLATES C Description: FRAME TO STANCHION ATTACHMENT r Description: LOWER ATTACHMENT DETAIL QTY: 4 Scale: 3" =1'-0" Material: 4'-" THK STEEL QTY: 4 Scale: 3" =1-0" Material: MISC QTY: - Scale: 6" =1-0" Material: MISC •\f1TC\IIFVFI FIDMFNTI(:nnrlwill Tiilrwila\1F.1IQ' - Worino Awn inn\flrnwinn\1F,11QS - (:nrvlwill Ti kwiI i rlwn Ltd 1831501yrtpicke. S TIiatiia, WA 981 800-869-7162 Toll Free 425-251-1800 Phone 425-251-5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries. Ltd. Any reproduction of Oris design concept without written consent Is expressly forbidden. ISO 9001:2000 REGISTERED ISO 14001: EMS - REGISTERED GOODWILL 1174 ANDOVER PARKWAYIN TUKWILA, WA98188 Revisions WILLARD PARK Sales Person (11) WEDGE AWNING ame ATTACHMENT DETAILS RI Work Order Number 161195 Drawing Title COLLEEN H Drawn By TSM / 01-16-2012 Checked By / Date Issue Date / By MICHAEL BABBITT Project Manager P5.00 Shoat Numlvar ENGINEEING Date: 02/14/2013 Attention: Russell Clegg Rainier Industries Ltd. 18375 Olympic Ave. S Tukwila, Washington 98188 Phone: 425-981-1800 Email: russellc@rainier.com 10530 Hope Mills Drive Las Vegas, NV 89135 Phone: 702.202.0061 Fax: 702.221.9962 Email: Hongyu@hwengineeringUSA.com Web: www.hwengineeringUSA.com 14 Structural RFI Letter Project: 12015 (Goodwill Canopy) REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2013 City of Tukwila BUILDING DIVISION 02/14/2013 FIT Ey RECEIVED CITY OF TUKWILA FEB 2 6 2013 PERMIT CENTER RFI Item #1: (4) #4 reinforcing bars were called out on detail B of sheet P5.00 on previous approved shop drawings. During field construction, these reinforcing bars were missed. Special inspection was not called on concrete foundation. RFI Response to Item #1: As -built concrete foundation is acceptable per our engineering review. The maximum design vertical and lateral loads on each footing are less than 200 lbs. Bending moment is very limited on the concrete footing. Steel reinforcement is not required structurally. In addition, concrete strength 2500psi was used in our design for footings; therefore special inspection on foundation is not required from us. RFI Item #2: Hilti Y2" dia. X 3" KB -TZ stainless steel anchors were called out for column base plate to concrete anchorage on detail B of sheet P5.00 on previous approved shop drawings. Special inspection was not called on anchor installation. RFI Response to Item #2: The maximum design vertical and lateral loads on the base plates are less than 200 lbs. There are total 4 anchors per base plate. The anchors are mainly to maintain column stability. In our opinion, a visual inspection from approved special inspection agency will be adequate to this firm. If you have any questions, please feel free to contact us. Sincerely, Hongyu Wang, P.E., S.E. bt3O& `1 HW Engineering Job#12015 RFI 02.14.2013 02.14.2013 1 of 4 HW Engineering Job#12015 RFI 02 14.2013 3 of 4 a • = a� EXISTING CONCRETE WALL 60/,/\ d .25' THK STEEL PLATE RAINIER Q Y'DIA. 3' LONG HILTI KB Y•-20 LOCKOUT EXISTING CONCRETE WALL (p 5 N x -TZ SS EXPANSION ANCHOR CAULK - GEOCEL 2300 Rainier h -id Ltd D LONG VOIA. A307 THRU-BOLT AWNING TOP BAR 1{CB BCI 183750,1rpckeS d 00� M, ,M YrolA. x 3' • HILTI KB SS _ Q 316 THICK 1' WIDE 2 -BRACKET, TIk1a3WA 931E8 I-- 4' -- O 3 % 3' x I STEEL SQUARE TUBE -TZ EXPANSION _�, ANCHOR 1a 'a �?.3. d* 13• L `V x (1) @ EVERY RAFTER • TOP BAR 800.869-7162 Toll Free # N 4 r ft v er X' THK STEEL PLATEilIi #I4 HEX HD. TEK SCREW )•DI Ax3•LONG HILTI KB -TZ 425-251-1800 Phone 425.251-5065 Fax -�_� ua '1��` NEW CONCRETE H ,, SS EXPANSION ANCHOR 4 C.11FILL "• FOOTING, 24'x .e H GAP WITH �,•www.Ralnler.com • AWNING RAFTER 4 11 ( 24Y1r0WAY �1 _III 33 WICK DRY CEMENT •4173 Otani desar amp!, en poleclad o 4 - ) QIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII NIUUIIIIIIII orderL,,,,:7,.....,•31w'` Copoigle pw Ln. � d. Q 2,• 2 �/IIIII sign ammo a9b4°N mnNx 4 "rpnW � ��}}--�((L d dN _ • 9• ,FA Q. Q 150 90012000 REGISTERED WQ c YfDIR. 3• LONG HILTI KB-Tz 11 I€E€rldldl Q U014001: EMS • REGISTERED x SS EXPANSION ANCHOR hh G AA O A 4 4 d. d V 4 d v ' a d . a ,, 7-0' a Q GOODWILL Description: STANCHION TO WALL ATTACHMENT Description: STANCHION TO GROUND ATTACHMENT ^ Description: UPPER ATTACHMENT DETAIL 1174 ANDOVER PAPKWAY W A QTY: 4 Scale: 3" = 1'-0" Material: 3"x3" STEEL B QTY: 4 Scale: 3" =1'-0'I Material: 3"x3" STEEL C QTY: - Scale: 6° = 1'-0" Material: MISC TUKWILAWA98188 0 O 66•x4 --O t 3. y WALL PLATE QUANTITY (4) EXISTING CONCRETE WALL f 316 m TEK SCREW AWNING FRAME STANCHIONSTALL BEAM EVERY I7 yfleid1i14 1 DURING Q WOW: 3' LONG HILTI KB -TZ FRAME SS EXPANSION ANCHOR O 17TYP AWNING 2• x 2' ,._ - SINGLE -HOLE STEEL Z -BRACKET (1)@ EVERY RAFTER - BOTTOM BAR 1.— RI' TYP 1 Qllllllllllllllllllllllllllllllllllllllll IIIIIIIIIIIIIIIIIIIII y }illi HD. / ' 9• '.. N TEK SCREWW TEK SC WIPARK 'j:J Sales Perm • � 9 �xe --0�lM /1 .Ili! It)�EDGEAWNING 46. r� JRI WorACHMENT I RIW"AddaMEN DETAILS f 34 4 161195 BOTTOM PLATE QUANTITY —� ...1 -STEEL STANCHION 3• x 3• AWNING FRAME TUBING D`aning° COLLEOLLEEN H brawn W TSM 101-16-2012 } Checked RrlD.ro 0 O — RI. TYP + J nfu°p°Y lBy \ MICHAEL �BITT JD: pescription: WATERJET CUT PLATES Description: FRAME TO STANCHION ATTACHMENT Description: LOWER ATTACHMENT DETAIL PicRd Gulag. N o D °QTY: 4 Scale: 3" =1'-0" Material: a" THK STEEL QTY: 4 Scale: 3" =1'-0" Material: MISC QTY: - IScale: 6" = 1-0" Material: MISC P5.00 File Name: P:\DTS\DEVELOPMENT\Goodwill Tukwila \161195 - Wedge Awning \ Drawing \161195 - Goodwill TukwIa.dwg sn.R Mnbx r � !NGINEEmNG #0,406. softiki FOIE ropy STRUCTURAL CALCULATIONS PROJECT NAME: PROJECT ADDRESS: PROJECT NO: Goodwill Canopy 1174 Andover Parkway W, Tukwila, WA 98188 12015 CLIENT: Colleen Halpenny COMPANY: Rainier Industries 18375 Olympic Ave. S. Tukwila, WA 98188 DATE: January 24, 2012 01/24/2012 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2 6 2013 PERMIT CENTER HW Engineering License and Non Disclosure and Reproduction IMPORTANT NOTICE TO BUILDING AND SAFETY PERSONNEL - The enclosed calculations and hard copy prints ("Enclosed") are copyright protected by HW Engineering. It is understood that while the Enclosed may be required for verification of structural design and approval, it is not necessary for the manufacture or construction of the structure or its components. It is the express wish of HW Engineenng that these proprietary calculations not be returned or redistributed to anyone other than the copyrighted owner as referenced in the ownership paragraph below and that any unnecessary submitted copies be returned or destroyed. Ownership: This document and the Enclosed are copyrighted by HW Engineering, 10530 Hope Mills Drive, Las Vegas, NV 89135. All rights reserved. This is not a sale or transference, all right, title and interest in the Document (in both electronic file and hard copy) belong to HW Engineering. REV DATE BY DESCRIPTION A A A A A Project #12015 10530 Hope Mills Drive, Las Vegas, Nevada 89135 Phone: 702.202.0061 Fax: 702.221.9962 www.hwengineeringusa.com 1 of 44 01/24/2012 Basis for Design 1.1 BUILDING CODE: 2009 International Building Code 1.2 GRAVITY DESIGN: ROOF LOADING DEAD LOAD (PSF) Frame self weight plus 2psf LIVE LOAD (PSF) 20 SNOW LOAD (PSF) 25 (minimum) 1.3 LATERAL DESIGN: WIND LOADING Basic Wind Speed (3s — Gust) 85 Importance Factor 1.0 Exposure Category C SEISMIC LOADING Due to light weight, seismic force should not control design. Ss, SI 1.398, 0.478 Sds, Sdl 0.932, 0.319 ap, Rp 1.0, 2.5 2.1 STRUCTURAL STEEL: SHAPE STANDARD Fx (u.n.o.) Standard rolled sections ASTM A992 50 ksi Misc. bars, plates and other shapes ASTM A36 36 ksi Structural Steel Tubes and pipes ASTM A500 Gr.B 46 ksi Cold formed steel tubes, studs, etc. ASTM A653 50 ksi High strength bolts ASTM A325X All other types of bolts and rods ASTM A307 Welds E-70XX series 2.2 ALUMINUM DESIGN: Extruded 6061-T6 with minimum yield stress equal to 35 ksi. ER4043 electrodes/rods shall be used for all aluminum to aluminum welds. 3.1 FASTENERS: As notes. 4.1 INSPECTION, SPECIAL INSPECTION, AND STRUCTURAL OBSERVATION: AS REQUIRED BY THE GOVERNING MUNICIPALITY. Project #12015 2 of 44 Awning #1 dimension Awning #2 dimension Awning #3 dimension Design Loads for Awning hl = 4 in h2 = 4 in h3 = 4 in h11 = 4ft h22 = 4ft h33 = 4ft LI = I2ft L2 = 12ft L3 = 12ft B1 = 12ft B2 = 12ft B3 = 12ft 01/24/2012 H1=11ft+6.25 in H2 = 10 ft + 4.25 in H3 = 9 ft + 2 in Design Dead Loads Framing and roof panel self weight. Framing weight will be included in to computer model automatically. Add 2 psf for roof panel, clip, etc. weight. DL = 2psf Design Live Loads LL = 20psf Design Wind Loads Wind parameters: 85 mph wind speed, exposure category C. Wind loads are based on ASCE 7-05 MWFRS for open buildings with Mono slope free roofs (Figures 6-18A & 6-18D) and slope is around 17 degree. I = 1.0 Table 6-1 kd = 0.85 Table 6-4 kZt = 1.0 Section 6.5.7.2 qh = 0.00256 kh kzt kd V2 I qh = 13.363 psf min = .10 psf Wind direction - = Odeg V = 85 mph Figure 6-1 kh = 0.85 Table 6-3 G = 0.85 Section 6.5.8 Equation 6-15 Calculated velocity pressure Minimum Wind Pressure This case does not apply because existing building is behind the canopy. Wind direction -y = 180deg Obstructed wind flow, roof angle 17 deg. CWA = 0.47 PWA = qh G CWA PWA = 5.34 psf Case A Windward CLA = -1.03 PLA = qh G CLA PLA = -11.7 psf Case A Leeward CWB = 1.27 PWB = qh G CWB PWB = 14.43 psf Case B Windward CLB = -0.08 PLB = qh G CLB PLB = -0.91 psf Case 8 Leeward Wind direction -y = 90deg Obstructed wind flow CNA = -1.2 PNAI = qh G CNA PNAI =-13.63psf Case A Parallel CNB = 0.5 PNBI = qh G CNB PNBI = 5.68psf Case B Parallel Design Snow Load Ground snow load pg = 20 psf I = 1.0 Ce = 0.9 Ct = 1.2 Cs = 1.0 Pf = 0.7 Ce Ct I pg p f = 15.12psf Ps = CsPf ps = 15.12psf Project #12015 3 of 44 01/24/2012 snow bad (sloped roof snow load) Snow = max(25psf , CS pf) Snow = 25 psf Design Seismic Loads Structural components Design per ASCE7-05. IP = 1.0 SDS = 0.932 ap = 1.0 Rp = 2.5 Framing and roof panel total weight will be no more than 3 psf Worst case weight for Awning DL = 3 psf 0.4 ap SDS DL Ip ( z Seismic force Fpl = R 1 + 2 hl p J Fp2 = 1.6 SDS Ip DL Fp2 = 4.474 psf Fp3 = 0.3 SDS Ip DL Fp3 = 0.84 psf Fp = 0.7 max(min(Fpi , Fp2) , Fp3) Fp = 0.59 psf worst case Fps = 0.56 psf maximum force minimum force Total seismic Toad for typical awning Seismic = F Seismic = 0.587 psf Design seismic force at Allowable stress level. Wind govems design. Seismic load is insignificant due to light weight of the structure. Project #12015 4 of 44 01/24/2012 Seismic Data Conterminous 48 States 2005 NEHRP Seismic Design Provisions Latitude = 47.443247 Longitude = -122.25449900000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.398 (Ss, Site Class B) 1.0 0.478 (S1, Site Class B) Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class B - Fa = 1.0 ,Fv = 1.0 Period Sa (sec) (g) 0.2 1.398 (SMs, Site Class B) 1.0 0.478 (SM1, Site Class B) Design Spectral Response Accelerations SDs and SD 1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class B - Fa = 1.0 ,Fv = 1.0 Period Sa (sec) (g) 0.2 0.932 (SDs, Site Class B) 1.0 0.319 (SD1, Site Class B) Project #12015 5 of 44 01/24/2012 Design Summary The analysis and design of those awnings included herein were performed with the use of a 3D frame analysis and computer design program — SAP2000. It is a structural analysis program developed by Computers and Structures, Inc. Detailed information about the software can be found at the Computers and Structures, Inc website. Awning anchorage and connections were checked by hand calculation. Increased load on the existing building/structure due to proposed awning is out of scope, therefore the existing building/structure was assumed to be sufficient to support the proposed awning. 1. FRAME GEOMETRY The geometry for the frame was based on a centerline interpretation of the Awning. These centerline computer models were developed from client drawings and compiled to create a best simplified model for analysis. 2. EXTERNALLY APPLIED LOADS Loads for this structure have been conservatively determined by referencing the current governing building code and latest ASCE 7 Standards and Provisions. Design dead load was based on structure self weight plus an additional 2 psf for the roof panel covering. Live load was based on 20 psf per IBC requirement. According to IBC requirements, seismic load should not be an issue for the awning due to the small dead load of the frame as components to the existing building. Therefore, wind load will control the structure's lateral design (see design load calculation). 3. ANALYSIS FOR MEMBER FORCES The awning will be constructed of aluminum tubes and steel tubes . Please refer to shop drawings for detailed member sizes and location. From computer structural analysis, all framing members were designed based on the above mentioned design loads. Steel Design AISC360 and Aluminum Design 2005 ASD design specifications were used to check the structural capacities of these members based on the specified yield stress. Framing members were designed by the computer program. All framing members and deflections were checked to meet code requirements. Member design ratios (demand/capacity) were less than 1.0. Connections were checked by hand calculation based on worst case structural analysis output reactions. Project #12015 6 of 44 SAP2000 1 /0/$t2194Z:46 SAP2Qeciiodwill Canopy - 3-D View - Ib, ft, F Units 7 of 44 SAP2000 SAP2QQQec eeeodwill Canopy - 3-D View - Ib, ft, F Units 8 of 44 SAP2000 1 / /4t220?41:18 SAP2Q$GlectI#iiodwill Canopy - 3-D View - Ib, ft, F Units 9 of 44 SAP2000 1 /4/$t'2P1 ?3$:04 04 ^ 9••"' • a 0�4,/:::.;.% o o "�s°j4 a -.i:#'0*-', . • 00\4;.:%'''.6',.''.-:',.,t\s„:...n _o B 'eSl4j2.:01••;:'''''' 0) 4015 �Sn' B 0d•7 X01 004 r• 00\S .�. — S4 0®'.meq 9OSS;,,, _ _.,. .ppf4::."!;:.:1:.:';' .fl�9 �1� 1 • • 00\6 �� ?•E.T. e�,\• % 'm t‘ 021.2....` �® r �' egg . 7`-''-.... %'n'm 0\ m..%,6211f,,,, 0 025._ 60 @. �> B�9 d B 90 0 ��• o ,. \ o B . �,�0'LS• e' 45�0/6�a . 0�9b 75j 0\9 _..� m a %:%* \ % ` BJ . my,)4 ,�5..02� m 0j4'v 0826 y f� . �.. g..„is .4 m• 0• m•• -i.,., a e' I w• Qa ti �0- '-'0„,-1.&;;; ••�. 0 ot o , �J0 02 r`Y ,.005. 'B:. �• 0%\'1 tB; 040 -`f9 ...0040• 1,'; .t 1"• 0\9 me c'' 0. 0)9 2SS d 0• 0 4 • 04\ d 0 . '0016 Tit...: •,:056 0.00 0.50 0.70 P -M RATIO ALUMINUM MEMBER 0.90 1.00 SAP2Q$ a N4fg6loodwill Canopy - Aluminum P -M Interaction Ratios (AA -ASD) - Ib, ft, F Units 10 of 44 SAP2000 1 /4/$1241?39:20 SAP24KletNifz6loodwill Canopy - Steel P -M Interaction Ratios (AISC-ASD) - Ib, ft, F Units 11 of 44 01/24/2012 Table: Material Properties 03a - Steel Data, Part 1 of 2 Material Fy Fu EffFy EffFu SSCurveOpt SSHysType SHard SMax _a Text Kip/int Kip/in2 Kip/in2 Kip/in2 Text Text Unitless Unitless A500GrB46 46.000 58.000 50.600 63.800 Simple Kinematic 0.018000 0.120000 Material SRup Text Unitless A500GrB46 0.180000 Table: Material Properties 03c - Aluminum Data Material AlumType Alloy Fcy Fty Ftu Fsu SSHysType Text Text Text Kip/in2 Kip/in2 Kip/in2 Kip/in2 Text 6061T6 Wrought 6061-T6 35.000 35.000 38.000 24.000 Kinematic Table: Frame Section Properties 01 - General SectionName Material Shape Text Text Text t3 t2 tf in in in tw in 1X1 6061T6 Box/Tube 1.0000 1.0000 0.1100 0.1100 1X2 6061T6 Box/Tube 2.0000 1.0000 0.1250 0.1250 2X2 6061T6 Box/Tube 2.0000 2.0000 0.1250 0.1250 3X3 A500GrB46 Box/Tube 3.0000 3.0000 0.1250 0.1250 SectionName-` Area TorsConst 133 122 AS2 AS3 S33 Text in2 in4 in4 in4 in2 in2 in3 1X1 0.39 7.755E-02 5.249E-02 5.249E-02 0.22 0.22 0.10 1X2 0.69 0.24 0.33 0.11 0.50 0.25 0.33 2X2 0.94 0.82 0.55 0.55 0.50 0.50 0.55 3X3 1.44 2.97 1.98 1.98 0.75 0.75 1.32 SectionName S22 Z33 Z22 R33 R22 ConcCol ConcBeam Text in3 in3 in3 in in Yes/No Yes/No 1X1 0.10 0.13 0.13 0.3661 0.3661 No No 1X2 0.21 0.43 0.25 0.6946 0.3911 No No 2X2 0.55 0.66 0.66 0.7672 0.7672 No No 3X3 1.32 1.55 1.55 1.1748 1.1748 No No SectionName Color TotalWt TotalMass FromFile AMod A2Mod A3Mod Text Text Kip Kip-s2/in Yes/No Unitless Unitless Unitless • 1X1 Blue 0.356 9.236E-04 No 1.000000 1.000000 1.000000 1X2 4194432 0.029 7.544E-05 No 1.000000 1.000000 1.000000 2X2 4227327 0.159 4.115E-04 No 1.000000 1.000000 1.000000 3X3 8404992 0.629 0.0016 No 1.000000 1.000000 1.000000 Project #12015 12 of 44 01/24/2012 SectionName JMod I2Mod I3Mod MMod WMod GUID Text Unitless Unitless Unitless Unitless Unitless Text 1X1 1.000000 1.000000 1.000000 1.000000 1.000000 1X2 1.000000 1.000000 1.000000 1.000000 1.000000 2X2 1.000000 1.000000 1.000000 1.000000 1.000000 3X3 1.000000 1.000000 1.000000 1.000000 1.000000 Table: Load Case Definitions LoadCase ,DesignType SeIfWtMult Autoload GUID Notes Text Text Unitless Text Text Text DEAD DEAD 1.000000 LL LIVE 0.000000 SNOW SNOW 0.000000 WIND -180A WIND 0.000000 None WIND -180B WIND 0.000000 None WIND -90A WIND 0.000000 None WIND -90B WIND 0.000000 None WIND -10 WIND 0.000000 None Table: Combination Definitions ComboName ComboType AutoDesign CaseType CaseName ScaleFactor .SteelDesign Text ' Text Yes/No Text • Text.;, .a • Unitless ;Yes/No DL+SN Linear Add No Linear Static DEAD 1.000000 Yes DL+SN Linear Static SNOW 1.000000 DL+LL Linear Add No Linear Static DEAD 1.000000 Yes DL+LL Linear Static LL 1.000000 DL+W-180A Linear Add No Linear Static DEAD 1.000000 Yes DL+W-180A Linear Static WIND -180A 1.000000 DL+W-180B Linear Add No Linear Static DEAD 1.000000 Yes DL+W-180B Linear Static WIND -180B 1.000000 DL+W-90A Linear Add No Linear Static DEAD 1.000000 Yes DL+W-90A Linear Static WIND -90A 1.000000 DL+W-90B Linear Add No Linear Static DEAD 1.000000 Yes DL+W-90B Linear Static WIND -90B 1.000000 DL+0.75(SN+W-180A) Linear Add No Linear Static DEAD 1.000000 Yes DL+0.75(SN+W-180A) Linear Static SNOW 0.750000 DL+0.75(SN+W-180A) Linear Static WIND -180A 0.750000 DL+0.75(SN+W-180B) Linear Add No Linear Static DEAD 1.000000 Yes DL+0.75(SN+W-180B) Linear Static SNOW 0.750000 DL+0.75(SN+W-180B) Linear Static WIND -180B 0.750000 DL+0.75(SN+W-90A) Linear Add No Linear Static DEAD 1.000000 Yes DL+0.75(SN+W-90A) Linear Static SNOW 0.750000 DL+0.75(SN+W-90A) Linear Static WIND -90A 0.750000 DL+0.75(SN+W 90B) Linear Add No Linear Static DEAD 1.000000 Yes DL+0.75(SN+W 90B) Linear Static SNOW 0.750000 DL+0.75(SN+W 90B) Linear Static WIND -90B 0.750000 0.6DL+W-90A Linear Add No Linear Static DEAD 0.600000 Yes 0.6DL+W-90A Linear Static WIND -90A 1.000000 0.6DL+W-90B Linear Add No Linear Static DEAD 0.600000 Yes 0.6DL+W-90B Linear Static WIND -90B 1.000000 0.6DL+W-180A Linear Add No Linear Static DEAD 0.600000 Yes Project #12015 13 of 44 01/24/2012 ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign Text Text Yes/No Text Text Unitless Yes/No 0.6DL+W-180A Linear Static WIND -180A 1.000000 0.6DL+W-180B Linear Add No Linear Static DEAD 0.600000 Yes 0.6DL+W-180B Linear Static WIND -180B 1.000000 DL+W-10 Linear Add No Linear Static DEAD 1.000000 Yes DL+W-10 Linear Static WIND -10 1.000000 DL+0.75(SN+W-10) Linear Add No Linear Static DEAD 1.000000 Yes DL+0.75(SN+W-10) Linear Static SNOW 0.750000 DL+0.75(SN+W-10) Linear Static WIND -10 0.750000 ComboName CaseName ConcDesign AlumDesign ColdDesign GUID _ Text Text Yes/No Yes/No Yes/No Text DL+SN DEAD No Yes No DL+SN SNOW DL+LL DEAD No Yes No DL+LL LL DL+W-180A DEAD No Yes No DL+W-180A WIND -180A DL+W-180B DEAD No Yes No DL+W-180B WIND -180B DL+W-90A DEAD No Yes No DL+W-90A WIND -90A DL+W-90B DEAD No Yes No DL+W-90B WIND -90B DL+0.75(SN+W-180A) DEAD No Yes No DL+0.75(SN+W-180A) SNOW DL+0.75(SN+W-180A) WIND -180A DL+0.75(SN+W-180B) DEAD No Yes No DL+0.75(SN+W-1808) SNOW DL+0.75(SN+W-1808) WIND -180B DL+0.75(SN+W-90A) DEAD No Yes No DL+0.75(SN+W-90A) SNOW DL+0.75(SN+W-90A) WIND -90A DL+0.75(SN+W 90B) DEAD No Yes No DL+0.75(SN+W 90B) SNOW DL+0.75(SN+W 90B) WIND -90B 0.6DL+W-90A DEAD No Yes No 0.6DL+W-90A WIND -90A 0.6DL+W-90B DEAD No Yes No 0.6DL+W-90B WIND -90B 0.6DL+W-180A DEAD No Yes No 0.6DL+W-180A WIND -180A 0.6DL+W-180B DEAD No Yes No 0.6DL+W-180B WIND -180B DL+W-10 DEAD No Yes No DL+W-10 WIND -10 DL+0.75(SN+W-10) DEAD No Yes No DL+0.75(SN+W-10) SNOW DL+0.75(SN+W-10) WIND -10 Project #12015 14 of 44 01/24/2012 Table: Frame Loads - Distributed Frame LoadCase , CoordSys Type Dir DistType RelDistA RelDistB FOverLA FOverLB 1 Text Text Text Text Text Text Unitless Unitless Lb/ft Lb/ft 7 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -30.00 -30.00 7 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -30.00 -30.00 7 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -30.00 -30.00 7 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -30.00 -30.00 7 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -6.41 -6.41 7 WIND -180A Local Force2 RelDist 0.2500 0.5000 -6.41 -6.41 7 WIND -180A Local Force 2 RelDist 0.5000 0.7500 14.04 14.04 7 WIND -180A Local Force 2 RelDist 0.7500 1.0000 14.04 14.04 7 WIND -180A Local Force 3 RelDist 0.0000 0.2500 0.00 -5.85 7 WIND -180A Local Force 3 RelDist 0.2500 0.5000 -5.85 -11.70 7 WIND -180A Local Force 3 RelDist 0.5000 0.7500 -11.70 -17.55 7 WIND -180A Local Force 3 RelDist 0.7500 1.0000 -17.55 -23.40 7 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -17.31 -17.31 7 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -17.31 -17.31 7 WIND -180B Local Force 2 RelDist 0.5000 0.7500 1.09 1.09 7 WIND -180B Local Force 2 RelDist 0.7500 1.0000 1.09 1.09 7 WIND -180B Local Force 3 RelDist 0.0000 0.2500 0.00 -0.46 7 WIND -180B Local Force 3 RelDist 0.2500 0.5000 -0.46 -0.91 7 WIND -180B Local Force 3 RelDist 0.5000 0.7500 -0.91 -1.37 7 WIND -180B Local Force 3 RelDist 0.7500 1.0000 -1.37 -1.82 7 WIND -90A Local Force 2 RelDist 0.0000 0.2500 16.36 16.36 7 WIND -90A Local Force 2 RelDist 0.2500 0.5000 16.36 16.36 7 WIND -90A Local Force 2 RelDist 0.5000 0.7500 16.36 16.36 7 WIND -90A Local Force 2 RelDist 0.7500 1.0000 16.36 16.36 7 WIND -90A Local Force 3 RelDist 0.0000 0.2500 0.00 -6.82 7 WIND -90A Local Force 3 RelDist 0.2500 0.5000 -6.82 -13.63 7 WIND -90A Local Force 3 RelDist 0.5000 0.7500 -13.63 -20.45 7 WIND -90A Local Force 3 RelDist 0.7500 1.0000 -20.45 -27.26 7 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -6.82 -6.82 7 WIND -908 Local Force 2 RelDist 0.2500 0.5000 -6.82 -6.82 7 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -6.82 -6.82 7 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -6.82 -6.82 7 WIND -90B Local Force 3 RelDist 0.0000 0.2500 0.00 2.84 7 WIND -90B Local Force 3 RelDist 0.2500 0.5000 2.84 5.68 7 WIND -90B Local Force 3 RelDist 0.5000 0.7500 5.68 8.52 7 WIND -90B Local Force 3 RelDist 0.7500 1.0000 8.52 11.36 7 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 12.00 12.00 7 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 24.00 24.00 7 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 2.40 2.40 22 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 22 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 22 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 22 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 22 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 22 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 22 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 22 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 22 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 22 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 22 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 22 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 22 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 22 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 Project #12015 15 of 44 01/24/2012 Frame. Text 22 22 22 22 22 22 22 22 22 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 53 LoadCase CoordSys=;, . Type Dir DistType . RelDistA •::RelDistB FOverLA FOverLB -Text Tett./-*:`Text Text Text ' Unitless Unitless -Lb/ft Lb/ft j WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 Project #12015 16 of 44 01/24/2012 Frame LoadCase CoordSys Type Dir DistType RelDistA ReIDistB FOverLA FOverLB Text Text ' Text Text Text Text Unitless Unitless Lb/ft Lb/ft 68 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 68 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 68 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 68 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 68 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 68 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 68 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 68 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 68 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 68 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 68 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 68 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 68 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 68 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 68 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 68 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 68 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 68 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 68 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 68 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 68 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 68 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 68 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 85 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 85 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 85 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 85 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 85 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 85 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 85 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 85 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 85 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 85 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 85 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 85 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 85 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 85 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 85 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 85 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 85 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 85 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 85 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 85 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 85 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 85 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 85 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 100 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 100 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 100 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 100 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 100 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 100 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 100 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 100 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 100 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 Project #12015 17 of 44 01/24/2012 • Frame LoadCase CoordSys Type i Text •_" Text Text Text 100 WIND -180B Local Force 100 WIND -180B Local Force 100 WIND -180B Local Force 100 WIND -90A Local Force 100 WIND -90A Local Force 100 WIND -90A Local Force 100 WIND -90A Local Force 100 WIND -90B Local Force 100 WIND -90B Local Force 100 WIND -90B Local Force 100 WIND -90B Local Force 100 WIND -10 GLOBAL Force 100 DEAD GLOBAL Force 100 LL GLOBAL Force 115 SNOW GLOBAL Force 115 SNOW GLOBAL Force 115 SNOW GLOBAL Force 115 SNOW GLOBAL Force 115 WIND -180A Local Force 115 WIND -180A Local Force 115 WIND -180A Local Force 115 WIND -180A Local Force 115 WIND -180B Local Force 115 WIND -180B Local Force 115 WIND -180B Local Force 115 WIND -180B Local Force 115 WIND -90A Local Force 115 WIND -90A Local Force 115 WIND -90A Local Force 115 WIND -90A Local Force 115 WIND -90B Local Force 115 WIND -90B Local Force 115 WIND -90B Local Force 115 WIND -90B Local Force 115 WIND -10 GLOBAL Force 115 DEAD GLOBAL Force 115 LL GLOBAL Force 131 SNOW GLOBAL Force 131 SNOW GLOBAL Force 131 SNOW GLOBAL Force 131 SNOW GLOBAL Force 131 WIND -180A Local Force 131 WIND -180A Local Force 131 WIND -180A Local Force 131 WIND -180A Local Force 131 WIND -180B Local Force 131 WIND -180B Local Force 131 WIND -180B Local Force 131 WIND -180B Local Force 131 WIND -90A Local Force 131 WIND -90A Local Force 131 WIND -90A Local Force 131 WIND -90A Local Force 131 WIND -90B Local Force 131 WIND -90B Local Force Dir DistType •RelDistA RelDistB ''' FOverLA FOverLB ! Text Text Unitless Unitless • Lb/ft .. Lb/ft 2 RelDist 0.2500 0.5000 -34.62 -34.62 2 RelDist 0.5000 0.7500 2.18 2.18 2 RelDist 0.7500 1.0000 2.18 2.18 2 RelDist 0.0000 0.2500 32.71 32.71 2 RelDist 0.2500 0.5000 32.71 32.71 2 RelDist 0.5000 0.7500 32.71 32.71 2 RelDist 0.7500 1.0000 32.71 32.71 2 RelDist 0.0000 0.2500 -13.63 -13.63 2 RelDist 0.2500 0.5000 -13.63 -13.63 2 RelDist 0.5000 0.7500 -13.63 -13.63 2 RelDist 0.7500 1.0000 -13.63 -13.63 Y RelDist 0.0000 1.0000 24.00 24.00 Gravity RelDist 0.0000 1.0000 4.80 4.80 Gravity RelDist 0.0000 1.0000 48.00 48.00 Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 2 RelDist 0.0000 0.2500 -12.81 -12.81 2 RelDist 0.2500 0.5000 -12.81 -12.81 2 RelDist 0.5000 0.7500 28.08 28.08 2 RelDist 0.7500 1.0000 28.08 28.08 2 RelDist 0.0000 0.2500 -34.62 -34.62 2 RelDist 0.2500 0.5000 -34.62 -34.62 2 RelDist 0.5000 0.7500 2.18 2.18 2 RelDist 0.7500 1.0000 2.18 2.18 2 RelDist 0.0000 0.2500 32.71 32.71 2 RelDist 0.2500 0.5000 32.71 32.71 2 RelDist 0.5000 0.7500 32.71 32.71 2 RelDist 0.7500 1.0000 32.71 32.71 2 RelDist 0.0000 0.2500 -13.63 -13.63 2 RelDist 0.2500 0.5000 -13.63 -13.63 2 RelDist 0.5000 0.7500 -13.63 -13.63 2 RelDist 0.7500 1.0000 -13.63 -13.63 Y RelDist 0.0000 1.0000 24.00 24.00 Gravity RelDist 0.0000 1.0000 4.80 4.80 Gravity RelDist 0.0000 1.0000 48.00 48.00 Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 2 RelDist 0.0000 0.2500 -12.81 -12.81 2 RelDist 0.2500 0.5000 -12.81 -12.81 2 RelDist 0.5000 0.7500 28.08 28.08 2 RelDist 0.7500 1.0000 28.08 28.08 2 RelDist 0.0000 0.2500 -34.62 -34.62 2 RelDist 0.2500 0.5000 -34.62 -34.62 2 RelDist 0.5000 0.7500 2.18 2.18 2 RelDist 0.7500 1.0000 2.18 2.18 2 RelDist 0.0000 0.2500 32.71 32.71 2 RelDist 0.2500 0.5000 32.71 32.71 2 RelDist 0.5000 0.7500 32.71 32.71 2 RelDist 0.7500 1.0000 32.71 32.71 2 RelDist 0.0000 0.2500 -13.63 -13.63 2 RelDist 0.2500 0.5000 -13.63 -13.63 Project #12015 18 of 44 01/24/2012 Frame LoadCase CoordSys Type Dir DistType RelDistA RelDistB FOverLA FOverLB Text Text Text Text Text Text Unitless Unitless Lb/ft Lb/ft ; 131 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 131 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 131 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 131 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 131 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 146 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 146 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 146 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 146 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 146 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 146 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 146 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 146 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 146 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 146 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 146 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 146 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 146 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 146 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 146 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 146 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 146 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 146 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 146 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 146 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 146 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 146 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 146 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 163 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 163 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 163 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 163 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 163 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 163 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 163 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 163 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 163 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 163 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 163 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 163 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 163 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 163 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 163 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 163 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 163 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 163 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 163 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 163 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 163 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 163 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 163 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 178 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 178 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 178 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 178 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 Project #12015 19 of 44 01/24/2012 Frame LoadCase CoordSys Type Dir DistType RelDistA RelDistB FOverLA ' FOverLB +. Text Text Text Text Text Text Unitless Unitless Lb/ft Lb/ft 178 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 178 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 178 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 178 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 178 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 178 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 178 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 178 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 178 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 178 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 178 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 178 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 178 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 178 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 178 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 178 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 178 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 178 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 178 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 193 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 193 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 193 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 193 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 193 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 193 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 193 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 193 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 193 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 193 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 193 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 193 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 193 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 193 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 193 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 193 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 193 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 193 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 193 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 193 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 193 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 193 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 193 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 209 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 209 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 209 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 209 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 209 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 209 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 209 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 209 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 209 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 209 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 209 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 209 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 209 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 Project #12015 20 of 44 01/24/2012 1 Frame LoadCase CoordSys,p ;. ype Dir DistType RelDistA, , ;RelDistB FOverLA FOverLB Text Text Text °Text Text . Text Unitl ss Unitless Lb/ft ~ , Lb/ft 209 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 209 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 209 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 209 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 209 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 209 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 209 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 209 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 209 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 209 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 224 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -60.00 -60.00 224 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -60.00 -60.00 224 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -60.00 -60.00 224 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -60.00 -60.00 224 WIND -180A Local Force 2 RelDist 0.0000 0.2500 -12.81 -12.81 224 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -12.81 -12.81 224 WIND -180A Local Force 2 RelDist 0.5000 0.7500 28.08 28.08 224 WIND -180A Local Force 2 RelDist 0.7500 1.0000 28.08 28.08 224 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -34.62 -34.62 224 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -34.62 -34.62 224 WIND -180B Local Force 2 RelDist 0.5000 0.7500 2.18 2.18 224 WIND -180B Local Force 2 RelDist 0.7500 1.0000 2.18 2.18 224 WIND -90A Local Force 2 RelDist 0.0000 0.2500 32.71 32.71 224 WIND -90A Local Force 2 RelDist 0.2500 0.5000 32.71 32.71 224 WIND -90A Local Force 2 RelDist 0.5000 0.7500 32.71 32.71 224 WIND -90A Local Force 2 RelDist 0.7500 1.0000 32.71 32.71 224 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -13.63 -13.63 224 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -13.63 -13.63 224 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -13.63 -13.63 224 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -13.63 -13.63 224 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 24.00 24.00 224 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 4.80 4.80 224 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 48.00 48.00 241 SNOW GLOBAL Force Z Proj RelDist 0.0000 0.2500 -30.00 -30.00 241 SNOW GLOBAL Force Z Proj RelDist 0.2500 0.5000 -30.00 -30.00 241 SNOW GLOBAL Force Z Proj RelDist 0.5000 0.7500 -30.00 -30.00 241 SNOW GLOBAL Force Z Proj RelDist 0.7500 1.0000 -30.00 -30.00 241 WIND -180A . Local Force 2 RelDist 0.0000 0.2500 -6.41 -6.41 241 WIND -180A Local Force 2 RelDist 0.2500 0.5000 -6.41 -6.41 241 WIND -180A Local Force 2 RelDist 0.5000 0.7500 14.04 14.04 241 WIND -180A Local Force 2 RelDist 0.7500 1.0000 14.04 14.04 241 WIND -180A Local Force 3 RelDist 0.0000 0.2500 0.00 -5.85 241 WIND -180A Local Force 3 RelDist 0.2500 0.5000 -5.85 -11.70 241 WIND -180A Local Force 3 RelDist 0.5000 0.7500 -11.70 -17.55 241 WIND -180A Local Force 3 RelDist 0.7500 1.0000 -17.55 -23.40 241 WIND -180B Local Force 2 RelDist 0.0000 0.2500 -17.31 -17.31 241 WIND -180B Local Force 2 RelDist 0.2500 0.5000 -17.31 -17.31 241 WIND -180B Local Force 2 RelDist 0.5000 0.7500 1.09 1.09 241 WIND -180B Local Force 2 RelDist 0.7500 1.0000 1.09 1.09 241 WIND -180B Local Force 3 RelDist 0.0000 0.2500 0.00 -0.46 241 WIND -180B Local Force 3 RelDist 0.2500 0.5000 -0.46 -0.91 241 WIND -180B Local Force 3 RelDist 0.5000 0.7500 -0.91 -1.37 241 WIND -180B Local Force 3 RelDist 0.7500 1.0000 -1.37 -1.82 241 WIND -90A Local Force 2 RelDist 0.0000 0.2500 16.36 16.36 241 WIND -90A Local Force 2 RelDist 0.2500 0.5000 16.36 16.36 Project #12015 21 of 44 01/24/2012 • ' Frame LoadCase CoordSys Type Dir DistType RelDistA RelDistB FOverLA FOverLB Text Text Text Text Text Text Unitless Unitless Lb/ft Lb/ft 241 WIND -90A Local Force 2 RelDist 0.5000 0.7500 16.36 16.36 241 WIND -90A Local Force 2 RelDist 0.7500 1.0000 16.36 16.36 241 WIND -90A Local Force 3 RelDist 0.0000 0.2500 0.00 -6.82 241 WIND -90A Local Force 3 RelDist 0.2500 0.5000 -6.82 -13.63 241 WIND -90A Local Force 3 RelDist 0.5000 0.7500 -13.63 -20.45 241 WIND -90A Local Force 3 RelDist 0.7500 1.0000 -20.45 -27.26 241 WIND -90B Local Force 2 RelDist 0.0000 0.2500 -6.82 -6.82 241 WIND -90B Local Force 2 RelDist 0.2500 0.5000 -6.82 -6.82 241 WIND -90B Local Force 2 RelDist 0.5000 0.7500 -6.82 -6.82 241 WIND -90B Local Force 2 RelDist 0.7500 1.0000 -6.82 -6.82 241 WIND -90B Local Force 3 RelDist 0.0000 0.2500 0.00 2.84 241 WIND -90B Local Force 3 RelDist 0.2500 0.5000 2.84 5.68 241 WIND -90B Local Force 3 RelDist 0.5000 0.7500 5.68 8.52 241 WIND -90B Local Force 3 RelDist 0.7500 1.0000 8.52 11.36 241 WIND -180A Local Force 3 RelDist 0.0000 .1.0000 0.00 46.80 241 WIND -90A Local Force 3 RelDist 0.0000 1.0000 0.00 27.26 241 WIND -90A Local Force 3 RelDist 0.0000 1.0000 0.00 27.26 241 WIND -90B Local Force 3 RelDist 0.0000 1.0000 0.00 -22.72 241 WIND -10 GLOBAL Force Y RelDist 0.0000 1.0000 12.00 12.00 241 LL GLOBAL Force Gravity RelDist 0.0000 1.0000 24.00 24.00 241 DEAD GLOBAL Force Gravity RelDist 0.0000 1.0000 2.40 2.40 3 WIND -180A Local Force 3 RelDist 0.5424 0.6949 -5.85 -11.70 3 WIND -180A Local Force 3 RelDist 0.6949 0.8475 -11.70 -17.55 3 WIND -180A Local Force 3 RelDist 0.8475 1.0000 -17.55 -23.40 3 WIND -180A Local Force 3 RelDist 0.3898 0.5424 0.00 -5.85 3 WIND -180B Local Force 3 RelDist 0.5424 0.6949 -0.46 -0.91 3 WIND -180B Local Force 3 RelDist 0.6949 0.8475 -0.91 -1.37 3 WIND -180B Local Force 3 RelDist 0.8475 1.0000 -1.37 -1.82 3 WIND -180B Local Force 3 RelDist 0.3898 0.5424 0.00 -0.46 3 WIND -90A Local Force 3 RelDist 0.5424 0.6949 -6.82 -13.63 3 WIND -90A Local Force 3 RelDist 0.6949 0.8475 -13.63 -20.45 3 WIND -90A Local Force 3 RelDist 0.8475 1.0000 -20.45 -27.26 3 WIND -90A Local Force 3 RelDist 0.3898 0.5424 0.00 -6.82 3 WIND -90B Local Force 3 RelDist 0.5424 0.6949 2.84 5.68 3 WIND -90B Local Force 3 RelDist 0.6949 0.8475 5.68 8.52 3 WIND -90B Local Force 3 RelDist 0.8475 1.0000 8.52 11.36 3 WIND -90B Local Force 3 RelDist 0.3898 0.5424 0.00 2.84 Table: Preferences - Aluminum Design - AA -ASD YTHDesign.r FrameType SRatioLimit Maxiter LatFact ,Us LatFact Bridge Text . "Text Unitless Unitless Unitless_ Yes/No Yes/No Envelopes Moment Frame 1.000000 1 1.333333 No No Table: Aluminum Design 1 - Summary Data - AA -ASD Frame - DesignSect DesignType Status l tio. SRatioType ,.-:,;;;,Combo Text *Text Text Text Unitless Text Text 11 1X1 Column No Messages 0.059300 PMM DL+SN 26 1X1 Column No Messages 0.100205 PMM DL+SN 41 1X1 Column No Messages 0.102993 PMM DL+SN Project #12015 22 of 44 01/24/2012 Frame DesignSect DesignType Status Ratio RatioType Combo Text Text Text Text Unitless Text Text 57 1X1 Column No Messages 0.103253 PMM DL+SN 72 1X1 Column No Messages 0.103280 PMM DL+SN 89 1X1 Column No Messages 0.103520 PMM DL+SN 104 1X1 Column No Messages 0.103297 PMM DL+SN 119 1X1 Column No Messages 0.103246 PMM DL+SN 135 1X1 Column No Messages 0.103235 PMM DL+SN 150 1X1 Column No Messages 0.103329 PMM DL+SN 167 1X1 Column No Messages 0.103665 PMM DL+SN 182 1X1 Column No Messages 0.103296 PMM DL+SN 197 1X1 Column No Messages 0.103262 PMM DL+SN 213 1X1 Column No Messages 0.103006 PMM DL+SN 228 1X1 Column No Messages 0.100276 PMM DL+SN 245 1X1 Column No Messages 0.060056 PMM DL+SN 7 1X1 Brace No Messages 0.282257 PMM DL+0.75(SN+W 90B) 9 1X1 Column No Messages 0.282659 PMM DL+SN 6 1X1 Column No Messages 0.047954 PMM DL+0.75(SN+W-180B) 4 1X1 Column No Messages 0.119137 PMM DL+0.75(SN+W-180B) 243 1X1 Column No Messages 0.284702 PMM DL+SN 240 1X1 Column No Messages 0.054355 PMM DL+0.75(SN+W-180B) 237 1X1 Column No Messages 0.128427 PMM DL+0.75(SN+W-180B) 51 2X2 Beam No Messages 0.254206 PMM DL+0.75(SN+W-180B) 66 2X2 Beam No Messages 0.241960 PMM DL+0.75(SN+W-180B) 129 2X2 Beam No Messages 0.253479 PMM DL+0.75(SN+W-180B) 144 2X2 Beam No Messages 0.240239 PMM DL+0.75(SN+W-180B) 207 2X2 Beam No Messages 0.255186 PMM DL+0.75(SN+W-180B) 222 2X2 Beam No Messages 0.231910 PMM DL+0.75(SN+W-180B) 22 1X1 Brace No Messages 0.462109 PMM DL+SN 37 1X1 Brace No Messages 0.477796 PMM DL+SN 53 1X1 Brace No Messages 0.477118 PMM DL+SN 68 1X1 Brace No Messages 0.468432 PMM DL+SN 85 1X1 Brace No Messages 0.484963 PMM DL+SN 100 1X1 Brace No Messages 0.468555 PMM DL+SN 115 1X1 Brace No Messages 0.476660 PMM DL+SN 131 1X1 Brace No Messages 0.476765 PMM DL+SN 146 1X1 Brace No Messages 0.466886 PMM DL+SN 163 1X1 Brace No Messages 0.480420 PMM DL+SN 178 1X1 Brace No Messages 0.467006 PMM DL+SN 193 1X1 Brace No Messages 0.477247 PMM DL+SN 209 1X1 Brace No Messages 0.478328 PMM DL+SN 224 1X1 Brace No Messages 0.459907 PMM DL+SN 15 1X1 Beam No Messages 0.035967 PMM DL+W-90A 30 1X1 Beam No Messages 0.034243 PMM DL+W-90A 46 1X1 Beam No Messages 0.033442 PMM DL+W-90A 61 1X1 Beam No Messages 0.032679 PMM DL+W-90A 76 1X1 Beam No Messages 0.031253 PMM 0.6DL+W-90A 93 1X1 Beam No Messages 0.034578 PMM DL+W-90A 108 1X1 Beam No Messages 0.033036 PMM DL+W-90A 124 1X1 Beam No Messages 0.033160 PMM DL+W-90A 139 1X1 Beam No Messages 0.032303 PMM DL+W-90A 154 1X1 Beam No Messages 0.031015 PMM 0.6DL+W-90A 171 1X1 Beam No Messages 0.034465 PMM DL+W-90A 186 1X1 Beam No Messages 0.032905 PMM DL+W-90A 202 1X1 Beam No Messages 0.033982 PMM DL+W-90A 217 1X1 Beam No Messages 0.029326 PMM DL+W-90A 232 1X1 Beam No Messages 0.052608 PMM DL+W-90A Project #12015 23 of 44 01/24/2012 Frame DesignSect DesignType Status Ratio RatioType Combo Text Text Text Text Unitless Text Text 14 1X1 Beam No Messages 0.041656 PMM DL+W-90A 29 1X1 Beam No Messages 0.031256 PMM DL+W-90A 45 1X1 Beam No Messages 0.030156 PMM DL+W-90A 60 1X1 Beam No Messages 0.028217 PMM DL+W-90A 75 1X1 Beam No Messages 0.025977 PMM 0.6DL+W-90A 92 1X1 Beam No Messages 0.033590 PMM DL+W-90A 107 1X1 Beam No Messages 0.031552 PMM DL+W-90A 123 1X1 Beam No Messages 0.030624 PMM DL+W-90A 138 1X1 Beam No Messages 0.028775 PMM DL+W-90A 153 1X1 Beam No Messages 0.026551 PMM 0.6DL+W-90A 170 1X1 Beam No Messages 0.034328 PMM DL+W-90A 185 1X1 Beam No Messages 0.032548 PMM DL+W-90A 201 1X1 Beam No Messages 0.031765 PMM DL+W-90A 216 1X1 Beam No Messages 0.031454 PMM DL+W-90A 231 1X1 Beam No Messages 0.043754 PMM DL+0.75(SN+W-180A) 59 1X1 Beam No Messages 0.041263 PMM DL+W-90A 74 1X1 Beam No Messages 0.044400 PMM DL+W-90A 137 1X1 Beam No Messages 0.036949 PMM DL+W-90A 152 1X1 Beam No Messages 0.039438 PMM DL+W-90A 215 1X1 Beam No Messages 0.034365 PMM DL+W-90A 230 1X1 Beam No Messages 0.038853 PMM DL+W-90A 12 1X1 Beam No Messages 0.036352 PMM DL+0.75(SN+W-180B) 27 1X1 Beam No Messages 0.020981 PMM DL+W-90A 43 1X1 Beam No Messages 0.018231 PMM DL+W-90A 58 1X1 Beam No Messages 0.017543 PMM DL+W-90A 73 1X1 Beam No Messages 0.021308 PMM DL+W-90A 90 1X1 Beam No Messages 0.023800 PMM DL+W-90A 105 1X1 Beam No Messages 0.020648 PMM DL+W-90A 121 1X1 Beam No Messages 0.018994 PMM DL+W-90A 136 1X1 Beam No Messages 0.018304 PMM DL+W-90A 151 1X1 Beam No Messages 0.021011 PMM DL+W-90A 168 1X1 Beam No Messages 0.024740 PMM DL+W-90A 183 1X1 Beam No Messages 0.021827 PMM DL+W-90A 199 1X1 Beam No Messages 0.020625 PMM DL+W-90A 214 1X1 Beam No Messages 0.022610 PMM DL+0.75(SN+W-180B) 229 1X1 Beam No Messages 0.044458 PMM DL+0.75(SN+W-180A) 20 2X2 Beam No Messages 0.234614 PMM DL+0.75(SN+W-180B) 35 2X2 Beam No Messages 0.255309 PMM DL+0.75(SN+W-180B) 98 2X2 Beam No Messages 0.241738 PMM DL+0.75(SN+W-180B) 113 2X2 Beam No Messages 0.253569 PMM DL+0.75(SN+W-180B) 176 2X2 Beam No Messages 0.239782 PMM DL+0.75(SN+W-180B) 191 2X2 Beam No Messages 0.253973 PMM DL+0.75(SN+W-180B) 13 1X1 Beam No Messages 0.041135 PMM DL+W-90A 28 1X1 Beam No Messages 0.038966 PMM DL+W-90A 44 1X1 Beam No Messages 0.040171 PMM DL+W-90A 91 1X1 Beam No Messages 0.037700 PMM DL+W-180A 106 1X1 Beam No Messages 0.034460 PMM DL+W-90A 122 1X1 Beam No Messages 0.035755 PMM DL+W-90A 169 1X1 Beam No Messages 0.034345 PMM DL+W-180A 184 1X1 Beam No Messages 0.030609 PMM DL+W-90A 200 1X1 Beam No Messages 0.032069 PMM DL+W-90A 24 1X1 Column No Messages 0.471384 PMM DL+SN 21 1X1 Column No Messages 0.065191 PMM DL+W-180A 18 1X1 Column No Messages 0.124195 PMM DL+0.75(SN+W-180B) 39 1X1 Column No Messages 0.471404 PMM DL+SN Project #12015 24 of 44 01/24/2012 I Frame DesignSect DesignType Status Ratio RatioType Combo I Text Text Text Text Unitless Text Text 36 1X1 Column No Messages 0.065191 PMM DL+W-180A 33 1X1 Column No Messages 0.116984 PMM DL+0.75(SN+W-180B) 55 1X1 Column No Messages 0.470232 PMM DL+SN 52 1X1 Column No Messages 0.065070 PMM DL+W-180A 49 1X1 Column No Messages 0.119740 PMM DL+0.75(SN+W-180B) 70 1X1 Column No Messages 0.471693 PMM DL+SN 67 1X1 Column No Messages 0.063787 PMM DL+W-180A 64 1X1 Column No Messages 0.122691 PMM DL+0.75(SN+W-1808) 87 1X1 Column No Messages 0.470867 PMM DL+SN 84 1X1 Column No Messages 0.066233 PMM DL+W-180A 82 1X1 Column No Messages 0.112244 PMM DL+0.75(SN+W-180B) 102 1X1 Column No Messages 0.471461 PMM DL+SN 99 1X1 Column No Messages 0.065399 PMM DL+W-180A 96 1X1 Column No Messages 0.121451 PMM DL+0.75(SN+W-180B) 117 1X1 Column No Messages 0.470167 PMM DL+SN 114 1X1 Column No Messages 0.064116 PMM DL+W-180A 111 1X1 Column No Messages 0.118214 PMM DL+0.75(SN+W-180B) 133 1X1 Column No Messages 0.470190 PMM DL+SN 130 1X1 Column No Messages 0.064160 PMM DL+W-180A 127 1X1 Column No Messages 0.117444 PMM DL+0.75(SN+W-180B) 148 1X1 Column No Messages 0.471271 PMM DL+SN 145 1X1 Column No Messages 0.063359 PMM DL+W-180A 142 1X1 Column No Messages 0.122050 PMM DL+0.75(SN+W-180B) 165 1X1 Column No Messages 0.470929 PMM DL+SN 162 1X1 Column No Messages 0.066482 PMM DL+W-180A 159 1X1 Column No Messages 0.116900 PMM DL+0.75(SN+W-180B) 180 1X1 Column No Messages 0.472123 PMM DL+SN 177 1X1 Column No Messages 0.065110 PMM DL+W-180A 174 1X1 Column No Messages 0.124836 PMM DL+0.75(SN+W-180B) 195 1X1 Column No Messages 0.470588 PMM DL+SN 192 1X1 Column No Messages 0.064111 PMM DL+W-180A 189 1X1 Column No Messages 0.121000 PMM DL+0.75(SN+W-180B) 211 1X1 Column No Messages 0.471690 PMM DL+SN 208 1X1 Column No Messages 0.064669 PMM DL+W-180A 205 1X1 Column No Messages 0.117729 PMM DL+0.75(SN+W-180B) 226 1X1 Column No Messages 0.471187 PMM DL+SN 223 1X1 Column No Messages 0.064393 PMM DL+W-180A 220 1X1 Column No Messages 0.125881 PMM DL+0.75(SN+W-180B) 10 1X1 Brace No Messages 0.176915 PMM 0.6DL+W-90A 8 1X1 Brace No Messages 0.179956 PMM DL+0.75(SN+W-180B) 5 1X1 Brace No Messages 0.073776 PMM DL+0.75(SN+W-180B) 25 1X1 Brace No Messages 0.374295 PMM 0.6DL+W-90A 23 1X1 Brace No Messages 0.301728 PMM DL+0.75(SN+W-180B) 19 1X1 Brace No Messages 0.132302 PMM 0.6DL+W-90A 40 1X1 Brace No Messages 0.380794. PMM 0.6DL+W-90A 38 1X1 Brace No Messages 0.304131 PMM DL+0.75(SN+W-180B) 34 1X1 Brace No Messages 0.138018 PMM 0.6DL+W-90A 56 1X1 Brace No Messages 0.380402 PMM 0.6DL+W-90A 54 1X1 Brace No Messages 0.303612 PMM DL+0.75(SN+W-180B) 50 1X1 Brace No Messages 0.137176 PMM 0.6DL+W-90A 71 1X1 Brace No Messages 0.377095 PMM 0.6DL+W-90A 69 1X1 Brace No Messages 0.302060 PMM DL+0.75(SN+W-180B) 65 1X1 Brace No Messages 0.133413 PMM 0.6DL+W-90A 88 1X1 Brace No Messages 0.375969 PMM 0.6DL+W-90A 86 1X1 Brace No Messages 0.329001 PMM DL+0.75(SN+W-180B) Project #12015 25 of 44 01/24/2012 Frame DesignSect DesignType Status Ratio , RatioType Combo.. . Text ° Text Text Text Unitless Text Text' 83 1X1 Brace No Messages 0.135922 PMM 0.6DL+W-90A 103 1X1 Brace No Messages 0.377140 PMM 0.6DL+W-90A 101 1X1 Brace No Messages 0.304891 PMM DL+0.75(SN+W-1806) 97 1X1 Brace No Messages 0.134186 PMM 0.6DL+W-90A 118 1X1 Brace No Messages 0.380463 PMM 0.6DL+W-90A 116 1X1 Brace No Messages 0.304145 PMM DL+0.75(SN+W-180B) 112 1X1 Brace No Messages 0.137555 PMM 0.6DL+W-90A 134 1X1 Brace No Messages 0.380280 PMM 0.6DL+W-90A 132 1X1 Brace No Messages 0.303887 PMM DL+0.75(SN+W-180B) 128 1X1 Brace No Messages 0.137222 PMM 0.6DL+W-90A 149 1X1 Brace No Messages 0.377044 PMM 0.6DL+W-90A 147 1X1 Brace No Messages 0.302287 PMM DL+0.75(SN+W-180B) 143 1X1 Brace No Messages 0.133508 PMM 0.6DL+W-90A 166 1X1 Brace No Messages 0.376452 PMM 0.6DL+W-90A 164 1X1 Brace No Messages 0.335730 PMM DL+0.75(SN+W-180B) 161 1X1 Brace No Messages 0.136739 PMM 0.6DL+W-90A 181 1X1 Brace No Messages 0.377147 PMM 0.6DL+W-90A 179 1X1 Brace No Messages 0.305459 PMM DL+0.75(SN+W-180B) 175 1X1 Brace No Messages 0.134334 PMM 0.6DL+W-90A 196 1X1 Brace No Messages 0.380321 PMM 0.6DL+W-90A 194 1X1 Brace No Messages 0.304584 PMM DL+0.75(SN+W-180B) 190 1X1 Brace No Messages 0.137765 PMM 0.6DL+W-90A 212 1X1 Brace No Messages 0.381604 PMM 0.6DL+W-90A 210 1X1 Brace No Messages 0.304947 PMM DL+0.75(SN+W-180B) 206 1X1 Brace No Messages 0.138094 PMM 0.6DL+W-90A 227 1X1 Brace No Messages 0.367234 PMM 0.6DL+W-90A 225 1X1 Brace No Messages 0.298992 PMM DL+0.75(SN+W-180B) 221 1X1 Brace No Messages 0.130248 PMM 0.6DL+W-90A 244 1X1 Brace No Messages 0.182751 PMM 0.6DL+W-90A 242 1X1 Brace No Messages 0.189565 PMM DL+0.75(SN+W-180B) 239 1X1 Brace No Messages 0.075379 PMM DL+0.75(SN+W-180B) 42 1X2 Beam No Messages 0.055534 PMM DL+0.75(SN+W-180B) 120 1X2 Beam No Messages 0.061564 PMM DL+0.75(SN+W-180B) 198 1X2 Beam No Messages 0.066425 PMM DL+0.75(SN+W-180B) 16 1X1 Beam No Messages 0.054950 PMM DL+W-90A 31 1X1 Beam No Messages 0.026943 PMM DL+W-90A 47 1X1 Beam No Messages 0.028349 PMM DL+W-90A 62 1X1 Beam No Messages 0.026297 PMM DL+W-90A 77 1X1 Beam No Messages 0.035920 PMM DL+W-90A 17 1X1 Beam No Messages 0.081339 PMM 0.6DL+W-90A 32 1X1 Beam No Messages 0.011021 PMM DL+W-90A 48 1X1 Beam No Messages 0.015648 PMM DL+W-90A 63 1X1 Beam No Messages 0.014116 PMM DL+W-90A 78 1X1 Beam No Messages 0.014815 PMM DL+W-90A 94 1X1 Beam No Messages 0.034687 PMM DL+W-90A 109 1X1 Beam No Messages 0.025889 PMM DL+W-90A 125 1X1 Beam No Messages 0.026925 PMM DL+W-90A 140 1X1 Beam No Messages 0.025319 PMM DL+W-90A 155 1X1 Beam No Messages 0.035077 PMM DL+W-90A 95 1X1 Beam No Messages 0.014349 PMM DL+W-90A 110 1X1 Beam No Messages 0.013710 PMM DL+W-90A 126 1X1 Beam No Messages 0.013786 PMM DL+W-90A 141 1X1 Beam No Messages 0.013030 PMM DL+W-90A 156 1X1 Beam No Messages 0.013618 PMM DL+W-90A 172 1X1 Beam No Messages 0.033252 PMM DL+W-90A Project #12015 26 of 44 01/24/2012 I Frame DesignSect DesignType Status . Ratio RatioType Combo j Text Text Text Text Unitless Text Text 187 1X1 Beam No Messages 0.025388 PMM DL+W-90A 203 1X1 Beam No Messages 0.026954 PMM DL+W-90A 218 1X1 Beam No Messages 0.024828 PMM DL+W-90A 233 1X1 Beam No Messages 0.044784 PMM DL+W-90A 173 1X1 Beam No Messages 0.013126 PMM DL+W-90A 188 1X1 Beam No Messages 0.012804 PMM DL+W-90A 204 1X1 Beam No Messages 0.011033 PMM DL+W-90A 219 1X1 Beam No Messages 0.021121 PMM DL+W-90A 234 1X1 Beam No Messages 0.045324 PMM 0.6DL+W-90A 241 1X1 Brace No Messages 0.275393 PMM DL+0.75(SN+W 90B) Table: Preferences - Steel Design - AISC-ASD THDesign FrameType PatLLF SRatioLimit Maxiter SeisCat SeisCode Seisload PlugWeld Text Text Unitless Unitless Unitless -Text Yes/No Yes/No Yes/No Envelopes OMF 0.750000 0.950000 1 D No No Yes CheckDefl DLRat SDLAndLLRat LLRat TotalRat NetRat, Yes/No Unitless Unitless Unitless Unitless Unitless No 120.000000 120.000000 360.000000 240.000000 240.000000 Table: Steel Design 1 - Summary Data - AISC-ASD Frame Text 81 160 238 3 1 79 157 235 2 80 158 236 DesignSect DesignType .. Status Ratio • ,RatioType Combo 'Text Text Text : Unitless Text Text 3X3 Beam No Messages 0.080542 PMM DL+0.75(SN+W-180B) 3X3 Beam No Messages 0.081204 PMM DL+0.75(SN+W-180B) 3X3 Beam No Messages 0.050922 PMM DL+0.75(SN+W-180B) 3X3 Beam No Messages 0.056998 PMM DL+0.75(SN+W-180A) 3X3 Column No Messages 0.006548 PMM DL+0.75(SN+W-180B) 3X3 Column No Messages 0.005639 PMM DL+0.75(SN+W-1808) 3X3 Column No Messages 0.004803 PMM DL+0.75(SN+W-180B) 3X3 Column No Messages 0.003613 PMM DL+0.75(SN+W-180B) 3X3 Brace No Messages 0.002326 PMM DL+SN 3X3 Brace No Messages 0.002326 PMM DL+LL 3X3 Brace No Messages 0.002326 PMM DL+SN 3X3 Brace No Messages 0.002326 PMM DL+0.75(SN+W-1808) Table: Joint Displacements Joint OutputCase CaseType U1 U2 U R1 R2 R3 Text '. Text • Text in in''_$'_ ;in Radians Radians Radians 9 DL+SN Combination 0.007568 0.001497 -0.000231 0.000000 0.000000 0.000000 9 DL+LL Combination 0.006381 0.001338 -0.000227 0.000000 0.000000 0.000000 9 DL+W-180A Combination -0.085151 0.000643 -0.000209 0.000000 0.000000 0.000000 9 DL+W-180B Combination -0.017398 0.001068 -0.000218 0.000000 0.000000 0.000000 9 DL+W-90A Combination -0.104702 -0.000141 -0.000192 0.000000 0.000000 0.000000 9 DL+W-90B Combination 0.043624 0.000737 -0.000210 0.000000 0.000000 0.000000 9 DL+0.75(SN+W-180A) Combination -0.058184 0.001366 -0.000228 0.000000 0.000000 0.000000 Project #12015 27 of 44 01/24/2012 Joint OutputCase CaseType Text Text Text U1 in U2 U3 R1 in in Radians Radians • Radians I 9 DL+0.75(SN+W-180B) Combination -0.007370 0.001685 -0.000234 0.000000 0.000000 0.000000 9 DL+0.75(SN+W-90A) Combination -0.072848 0.000778 -0.000215 0.000000 0.000000 0.000000 9 DL+0.75(SN+W 90B) Combination 0.038397 0.001436 -0.000228 0.000000 0.000000 0.000000 9 0.6DL+W-90A Combination -0.104700 -0.000333 -0.000110 0.000000 0.000000 0.000000 9 0.6DL+W-90B Combination 0.043626 0.000545 -0.000128 0.000000 0.000000 0.000000 9 0.6DL+W-180A Combination -0.085149 0.000452 -0.000127 0.000000 0.000000 0.000000 9 0.6DL+W-180B Combination -0.017396 0.000877 -0.000136 0.000000 0.000000 0.000000 9 DL+W-10 Combination 0.000029 0.000649 -0.000200 0.000000 0.000000 0.000000 9 DL+0.75(SN+W-10) Combination 0.005700 0.001371 -0.000221 0.000000 0.000000 0.000000 10 DL+SN Combination 0.000421 0.002383 -0.000228 0.000000 0.000000 0.000000 10 DL+LL Combination 0.000382 0.002086 -0.000219 0.000000 0.000000 0.000000 10 DL+W-180A Combination -0.086134 0.000778 -0.000181 0.000000 0.000000 0.000000 10 DL+W-180B Combination -0.020352 0.001588 -0.000199 0.000000 0.000000 0.000000 10 DL+W-90A Combination -0.100542 -0.000700 -0.000143 0.000000 0.000000 0.000000 10 DL+W-90B Combination 0.042135 0.000983 -0.000182 0.000000 0.000000 0.000000 10 DL+0.75(SN+W-180A) Combination -0.064367 0.002127 -0.000222 0.000000 0.000000 0.000000 10 DL+0.75(SN+W-180B) Combination -0.015031 0.002734 -0.000235 0.000000 0.000000 0.000000 10 DL+0.75(SN+W-90A) Combination -0.075174 0.001018 -0.000193 0.000000 0.000000 0.000000 10 DL+0.75(SN+W 90B) Combination 0.031834 0.002281 -0.000222 0.000000 0.000000 0.000000 10 0.6DL+W-90A Combination -0.100609 -0.000895 -0.000075 0.000000 0.000000 0.000000 10 0.6DL+W-90B Combination 0.042068 0.000788 -0.000113 0.000000 0.000000 0.000000 10 0.6DL+W-180A Combination -0.086200 0.000583 -0.000113 0.000000 0.000000 0.000000 10 0.6DL+W-180B Combination -0.020419 0.001393 -0.000131 0.000000 0.000000 0.000000 10 DL+W-10 Combination 0.000157 0.000849 -0.000160 0.000000 0.000000 0.000000 10 DL+0.75(SN+W-10) Combination 0.000350 0.002180 -0.000206 0.000000 0.000000 0.000000 11 DL+SN Combination 0.000233 0.002273 -0.000208 0.000000 0.000000 0.000000 11 DL+LL Combination 0.000218 0.001987 -0.000197 0.000000 0.000000 0.000000 11 DL+W-180A Combination -0.085049 0.000727 -0.000152 0.000000 0.000000 0.000000 11 DL+W-180B Combination -0.019883 0.001514 -0.000173 0.000000 0.000000 0.000000 11 DL+W-90A Combination -0.099168 -0.000704 -0.000107 0.000000 0.000000 0.000000 11 DL+W-90B Combination 0.041524 0.000931 -0.000153 0.000000 0.000000 0.000000 11 DL+0.75(SN+W-180A) Combination -0.063682 0.002025 -0.000200 0.000000 0.000000 0.000000 11 DL+0.75(SN+W-1808) Combination -0.014808 0.002615 -0.000216 0.000000 0.000000 0.000000 11 DL+0.75(SN+W-90A) Combination -0.074271 0.000952 -0.000166 0.000000 0.000000 0.000000 11 DL+0.75(SN+W 90B) Combination 0.031247 0.002178 -0.000201 0.000000 0.000000 0.000000 11 0.6DL+W-90A Combination -0.099224 -0.000884 -0.000051 0.000000 0.000000 0.000000 11 0.6DL+W-90B Combination 0.041468 0.000751 -0.000097 0.000000 0.000000 0.000000 11 0.6DL+W-180A Combination -0.085104 0.000547 -0.000096 0.000000 0.000000 0.000000 11 0.6DL+W-1808 Combination -0.019939 0.001334 -0.000118 0.000000 0.000000 0.000000 11 DL+W-10 Combination 0.000106 0.000821 -0.000128 0.000000 0.000000 0.000000 11 DL+0.75(SN+W-10) Combination 0.000184 0.002095 -0.000182 0.000000 0.000000 0.000000 17 DL+SN Combination 1.212E-06 0.001497 -0.051229 0.000189 0.000983 0.000082 17 DL+LL Combination 0.000018 0.001338 -0.045833 0.000187 0.000816 0.000069 17 DL+W-180A Combination -0.069257 0.000643 -0.022132 0.000183 0.000126 -0.000173 17 DL+W-180B Combination -0.016152 0.001068 -0.034166 0.000178 0.000460 -0.000014 17 DL+W-90A Combination -0.080626 -0.000141 0.000973 0.000179 -0.000600 -0.000262 17 DL+W-90B Combination 0.033750 0.000737 -0.024207 0.000170 0.000134 0.000107 17 DL+0.75(SN+W-180A) Combination -0.051995 0.001366 -0.046621 0.000193 0.000873 -0.000067 17 DL+0.75(SN+W-180B) Combination -0.012166 0.001685 -0.055647 0.000189 0.001123 0.000052 17 DL+0.75(SN+W-90A) Combination -0.060522 0.000778 -0.029292 0.000189 0.000328 -0.000134 17 DL+0.75(SN+W 90B) Combination 0.025260 0.001436 -0.048177 0.000183 0.000879 0.000143 17 0.6DL+W-90A Combination -0.080669 -0.000333 0.007693 0.000110 -0.000568 -0.000261 17 0.6DL+W-90B Combination 0.033708 0.000545 -0.017487 0.000101 0.000167 0.000108 Project #12015 28 of 44 01/24/2012 Joint OutputCase CaseType U1 U2 U3 R1 R2 R3'! Text Text Text in in in . Radians Radians Radians 17 0.6DL+W-180A Combination -0.069300 0.000452 -0.015412 0.000114 0.000159 -0.000172 17 0.6DL+W-180B Combination -0.016194 0.000877 -0.027447 0.000109 0.000493 -0.000013 17 DL+W-10 Combination 0.000111 0.000649 -0.013693 0.000136 -0.000143 -8.941E-07 17 DL+0.75(SN+W-10) Combination 0.000031 0.001371 -0.040292 0.000158 0.000671 0.000062 22 DL+SN Combination 0.000127 0.002383 -0.079937 0.000033 4.420E-06 3.679E-06 22 DL+LL Combination 0.000122 0.002086 -0.070033 0.000044 3.532E-06 3.243E-06 22 DL+W-180A Combination -0.069093 0.000778 -0.027070 0.000109 0.000013 -0.000213 22 DL+W-180B Combination -0.016080 0.001588 -0.048695 0.000063 -3.237E-06 -0.000053 22 DL+W-90A Combination -0.080528 -0.000700 0.015348 0.000169 0.000011 -0.000250 22 DL+W-90B Combination 0.033693 0.000983 -0.030120 0.000078 -6.321E-06 0.000106 22 DL+0.75(SN+W-180A) Combination -0.051772 0.002127 -0.071882 0.000054 0.000013 -0.000157 22 DL+0.75(SN+W-180B) Combination -0.012012 0.002734 -0.088101 0.000020 1.508E-06 -0.000038 22 DL+0.75(SN+W-90A) Combination -0.060348 0.001018 -0.040068 0.000099 0.000012 -0.000185 22 DL+0.75(SN+W 90B) Combination 0.025317 0.002281 -0.074170 0.000031 -8.046E-07 0.000081 22 0.6DL+W-90A Combination -0.080566 -0.000895 0.022047 0.000127 0.000011 -0.000251 22 0.6DL+W-90B Combination 0.033655 0.000788 -0.023422 0.000036 -5.824E-06 0.000105 22 0.6DL+W-180A Combination -0.069131 0.000583 -0.020371 0.000067 0.000013 -0.000213 22 0.6DL+W-180B Combination -0.016118 0.001393 -0.041996 0.000021 -2.740E-06 -0.000054 22 DL+W-10 Combination 0.000088 0.000849 -0.011297 0.000047 -1.294E-06 8.629E-07 22 DL+0.75(SN+W-10) Combination 0.000114 0.002180 -0.060052 7.224E-06 2.966E-06 2.959E-06 27 DL+SN Combination 0.000251 0.002273 -0.075614 -0.000139 -9.221E-06 -2.675E-07 27 DL+LL Combination 0.000225 0.001987 -0.066153 -0.000110 -7.945E-06 -1.069E-07 27 DL+W-180A Combination -0.068974 0.000727 -0.025068 0.000031 8.740E-06 -0.000236 27 DL+W-180B Combination -0.016018 0.001514 -0.045780 -0.000052 -0.000011 -0.000057 27 DL+W-90A Combination -0.080479 -0.000704 0.015480 0.000167 0.000016 -0.000275 27 DL+W-90B Combination 0.033663 0.000931 -0.028054 -3.225E-06 -8.206E-06 0.000116 27 DL+0.75(SN+W-180A) Combination -0.051587 0.002025 -0.067887 -0.000104 1.786E-07 -0.000178 27 DL+0.75(SN+W-180B) Combination -0.011870 0.002615 -0.083421 -0.000166 -0.000015 -0.000043 27 DL+0.75(SN+W-90A) Combination -0.060215 0.000952 -0.037476 -2.393E-06 5.642E-06 -0.000207 27 DL+0.75(SN+W 90B) Combination 0.025391 0.002178 -0.070126 -0.000130 -0.000013 0.000086 27 0.6DL+W-90A Combination -0.080514 -0.000884 0.021579 0.000148 0.000016 -0.000275 27 0.6DL+W-90B Combination 0.033627 0.000751 -0.021954 -0.000022 -7.774E-06 0.000115 27 0.6DL+W-180A Combination -0.069010 0.000547 -0.018968 0.000013 9.171 E-06 -0.000237 27 0.6DL+W-180B Combination -0.016053 0.001334 -0.039680 -0.000070 -0.000010 -0.000057 27 DL+W-10 Combination 0.000069 0.000821 -0.010184 3.071E-06 -6.869E-07 5.515E-07 27 DL+0.75(SN+W-10) Combination 0.000196 0.002095 -0.056723 -0.000125 -6.891E-06 -1.658E-07 Table: Joint Reactions Joint OutputCase CaseType F1 F2 -. '. F3 s : Text Text Text Lb Lb • ' Lb 1 DL+SN Combination -6.141E-18 3.469E-15 100.53 1 DL+LL Combination -8.735E-16 2.602E-15 99.29 1 DL+W-180A Combination 1.040E-14 1.084E-15 93.98 1 DL+W-180B Combination 4.331E-15 1.735E-15 96.54 1 DL+W-90A Combination 1.040E-14 8.674E-16 88.78 1 DL+W-90B Combination -6.945E-15 1.301E-15 94.18 1 DL+0.75(SN+W-180A) Combination 7.800E-15 2.982E-15 99.59 1 DL+0.75(SN+W-1808) Combination 3.246E-15 3.469E-15 101.51 1 DL+0.75(SN+W-90A) Combination 7.800E-15 2.819E-15 95.69 1 DL+0.75(SN+W 90B) Combination -5.210E-15 3.144E-15 99.74 1 0.6DL+W-90A Combination 1.040E-14 5.204E-16 51.75 1 0.6DL+W-90B Combination -6.943E-15 9.541E-16 57.14 1 0.6DL+W-180A Combination 1.040E-14 7.373E-16 56.95 Project #12015 29 of 44 Joint" OutputCase CaseType F1 F2 F3 Text Text Text Lb Lb Lb 1 0.6DL+W-180B Combination 4.333E-15 1.388E-15 59.50 1 DL+W-10 Combination -2.986E-17 7.589E-16 91.16 1 DL+0.75(SN+W-10) Combination -2.393E-17 2.738E-15 97.47 2 DL+SN Combination 6.776E-18 0.00 104.78 2 DL+LL Combination -6.776E-18 -1.735E-15 101.76 2 DL+W-180A Combination 6.946E-15 -4.337E-16 89.08 2 DL+W-180B Combination 2.609E-15 -3.469E-15 95.11 2 DL+W-90A Combination 6.776E-18 1.735E-15 76.45 2 DL+W-90B Combination 3.476E-15 4.337E-16 89.27 2 DL+0.75(SN+W-180A) Combination 5.211 E-15 -3.253E-16 102.65 2 DL+0.75(SN+W-180B) Combination 1.958E-15 -2.602E-15 107.17 2 DL+0.75(SN+W-90A) Combination 6.776E-18 1.301 E-15 93.17 2 DL+0.75(SN+W 90B) Combination 2.609E-15 3.253E-16 102.79 2 0.6DL+W-90A Combination 4.066E-18 1.735E-15 42.25 2 0.6DL+W-90B Combination 3.474E-15 4.337E-16 55.07 2 0.6DL+W-180A Combination 6.943E-15 -4.337E-16 54.88 2 0.6DL+W-180B Combination 2.606E-15 -3.469E-15 60.91 2 DL+W-10 Combination 6.353E-18 4.337E-16 82.11 2 DL+0.75(SN+W-10) Combination 6.459E-18 3.253E-16 97.42 3 DL+SN Combination 2.711E-17 -1.561E-14 104.60 3 DL+LL Combination 2.711E-17 -1.735E-15 100.51 3 DL+W-180A Combination -2.080E-14 -2.602E-15 83.32 3 DL+W-180B Combination -1.721E-15 -5.204E-15 91.55 3 DL+W-90A Combination -2.774E-14 1.735E-15 66.21 3 DL+W-90B Combination 3.483E-15 -4.337E-15 83.67 3 DL+0.75(SN+W-180A) Combination -1.559E-14 -1.279E-14 101.68 3 DL+0.75(SN+W-180B) Combination -1.277E-15 -1.475E-14 107.84 3 DL+0.75(SN+W-90A) Combination -2.079E-14 -9.541E-15 88.84 3 DL+0.75(SN+W 90B) Combination 2.626E-15 -1.409E-14 101.93 3 0.6DL+W-90A Combination -2.775E-14 2.429E-15 34.80 3 0.6DL+W-90B Combination 3.478E-15 -3.643E-15 52.26 3 0.6DL+W-180A Combination -2.081E-14 -1.908E-15 51.91 3 0.6DL+W-180B Combination -1.727E-15 -4.510E-15 60.13 3 DL+W-10 Combination 3.388E-18 -1.735E-15 74.15 3 DL+0.75(SN+W-10) Combination 1.609E-17 -1.214E-14 94.80 4 DL+SN Combination -3.473E-15 -1.735E-15 90.05 4 DL+LL Combination -1.304E-15 -8.674E-15 87.09 4 DL+W-180A Combination -4.164E-14 -8.674E-16 74.91 4 DL+W-180B Combination -6.942E-15 1.735E-15 80.57 4 DL+W-90A Combination -2.776E-14 -1.735E-15 62.56 4 DL+W-90B Combination 1.387E-14 -3.469E-15 74.77 4 DL+0.75(SN+W-180A) Combination -3.383E-14 -1.084E-15 88.13 4 DL+0.75(SN+W-180B) Combination -7.810E-15 8.674E-16 92.38 4 DL+0.75(SN+W-90A) Combination -2.342E-14 -1.735E-15 78.87 4 DL+0.75(SN+W 90B) Combination 7.803E-15 -3.036E-15 88.03 4 0.6DL+W-90A Combination -2.776E-14 -1.041E-15 34.09 4 0.6DL+W-90B Combination 1.388E-14 -2.776E-15 46.30 4 0.6DL+W-180A Combination -4.164E-14 -1.735E-16 46.44 4 0.6DL+W-180B Combination -6.941E-15 2.429E-15 52.10 4 DL+W-10 Combination -2.033E-17 -1.301E-15 68.15 4 DL+0.75(SN+W-10) Combination -2.618E-15 -1.409E-15 83.06 81 DL+SN Combination 0.45 -790.39 -3.39 81 DL+LL Combination 0.39 -700.52 -2.30 81 DL+W-180A Combination 58.64 -254.46 -2.42 81 DL+W-180B Combination 5.69 -491.91 -3.49 Project #12015 01/24/2012 30 of 44 Joint OutputCase CaseType F1 F2 F3 Text Text Text Lb Lb Lb 81 DL+W-90A Combination 68.11 120.98 6.12 81 DL+W-90B Combination -28.32 -357.90 2.58 81 DL+0.75(SN+W-180A) Combination 44.30 -675.13 -6.17 81 DL+0.75(SN+W-180B) Combination 4.59 -853.22 -6.97 81 DL+0.75(SN+W-90A) Combination 51.40 -393.55 0.24 81 DL+0.75(SN+W 90B) Combination -20.92 -752.71 -2.42 81 0.6DL+W-90A Combination 68.09 207.78 4.67 81 0.6DL+W-90B Combination -28.34 -271.09 1.13 81 0.6DL+W-180A Combination 58.62 -167.65 -3.87 81 0.6DL+W-180B Combination 5.67 -405.11 -4.94 81 DL+W-10 Combination 5.948E-02 -297.93 6.76 81 DL+0.75(SN+W-10) Combination 0.36 -707.73 0.71 82 DL+SN Combination -1.549E-02 -1137.77 8.08 82 DL+LL Combination -1.027E-02 -982.67 7.36 82 DL+W-180A Combination 3.41 -185.73 1.00 82 DL+W-180B Combination 0.74 -609.77 3.29 82 DL+W-90A Combination 4.05 458.92 0.58 82 DL+W-90B Combination -1.66 -401.12 4.72 82 DL+0.75(SN+W-180A) Combination 2.54 -918.54 5.06 82 DL+0.75(SN+W-180B) Combination 0.54 -1236.57 6.77 82 DL+0.75(SN+W-90A) Combination 3.01 -435.06 4.74 82 DL+0.75(SN+W_90B) Combination -1.27 -1080.09 7.85 82 0.6DL+W-90A Combination 4.04 518.18 -0.82 82 0.6DL+W-90B Combination -1.67 -341.86 3.32 82 0.6DL+W-180A Combination 3.41 -126.47 -0.40 82 0.6DL+W-180B Combination 0.74 -550.51 1.89 82 DL+W-10 Combination 5.892E-02 -302.43 4.80 82 DL+0.75(SN+W-10) Combination 2.364E-02 -1006.07 7.91 83 DL+SN Combination 9.955E-02 -1234.93 6.12 83 DL+LL Combination 8.230E-02 -1063.33 5.74 83 DL+W-180A Combination 3.20 -194.88 0.60 83 DL+W-180B Combination 0.79 -656.28 2.31 83 DL+W-90A Combination 3.65 521.21 1.66 83 DL+W-90B Combination -1.54 -415.52 4.47 83 DL+0.75(SN+W-180A) Combination 2.48 -1002.36 3.22 83 DL+0.75(SN+W-180B) Combination 0.68 -1348.41 4.50 83 DL+0.75(SN+W-90A) Combination 2.82 -465.29 4.02 83 DL+0.75(SN+W 90B) Combination -1.07 -1167.84 6.12 83 0.6DL+W-90A Combination 3.66 577.21 0.21 83 0.6DL+W-90B Combination -1.53 -359.52 3.01 83 0.6DL+W-180A Combination 3.21 -138.88 -0.86 83 0.6DL+W-180B Combination 0.80 -600.28 0.85 83 DL+W-10 Combination -1.310E-02 -291.55 5.09 83 DL+0.75(SN+W-10) Combination 7.008E-02 -1074.86 6.58 84 DL+SN Combination 9.790E-02 -1229.64 6.40 84 DL+LL Combination 8.158E-02 -1058.92 5.96 84 DL+W-180A Combination 3.16 -193.11 0.64 84 DL+W-180B Combination 0.79 -653.52 2.42 84 DL+W-90A Combination 3.61 519.49 1.50 84 DL+W-90B Combination -1.51 -415.27 4.50 84 DL+0.75(SN+W-180A) Combination 2.45 -996.89 3.47 84 DL+0.75(SN+W-180B) Combination 0.67 -1342.20 4.81 84 DL+0.75(SN+W-90A) Combination 2.78 -462.45 4.12 84 DL+0.75(SN+W 90B) Combination -1.06 -1163.52 6.36 84 0.6DL+W-90A Combination 3.61 575.62 5.457E-02 Project #12015 01/24/2012 31 of 44 Joint ,. ' OutputCase'; ' CaseType .F1 F2: F3 . Text Text Text Lb lb €°. . 'Lb 84 0.6DL+W-90B Combination -1.51 -359.14 3.05 84 0.6DL+W-180A Combination 3.16 -136.97 -0.81 84 0.6DL+W-1808 Combination 0.79 -597.38 0.98 84 DL+W-10 Combination -8.476E-03 -292.01 5.04 84 DL+0.75(SN+W-10) Combination 7.018E-02 -1071.07 6.77 85 DL+SN Combination 6.185E-02 -1173.06 6.50 85 DL+LL Combination 4.680E-02 -1012.95 6.04 85 DL+W-180A Combination 3.17 -195.04 0.60 85 DL+W-180B Combination 0.78 -629.31 2.51 85 DL+W-90A Combination 3.62 469.24 1.34 85 DL+W-90B Combination -1.56 -410.09 4.55 85 DL+0.75(SN+W-180A) Combination 2.44 -950.35 3.52 85 DL+0.75(SN+W-180B) Combination 0.65 -1276.05 4.95 85 DL+0.75(SN+W-90A) Combination 2.78 -452.14 4.08 85 DL+0.75(SN+W 90B) Combination -1.11 -1111.64 6.48 85 0.6DL+W-90A Combination 3.64 529.82 -9.914E-02 85 0.6DL+W-90B Combination -1.54 -349.51 3.11 85 0.6DL+W-180A Combination 3.19 -134.46 -0.85 85 0.6DL+W-180B Combination 0.80 -568.72 1.07 85 DL+W-10 Combination -4.905E-02 -303.28 5.02 85 DL+0.75(SN+W-10) Combination 2.669E-02 -1031.53 6.84 86 DL+SN Combination 0.18 -1336.69 -5.19 86 DL+LL Combination 0.15 -1165.34 -3.68 86 DL+W-180A Combination 8.47 -295.50 -6.82 86 DL+W-180B Combination 1.91 -761.88 -7.61 86 DL+W-90A Combination 9.73 424.63 7.16 86 DL+W-90B Combination -4.08 -521.75 3.31 86 DL+0.75(SN+W-180A) Combination 6.50 -1102.45 -11.23 86 DL+0.75(SN+W-180B) Combination 1.58 -1452.23 -11.82 86 DL+0.75(SN+W-90A) Combination 7.44 -562.35 -0.74 86 DL+0.75(SN+W 906) Combination -2.92 -1272.14 -3.63 86 0.6DL+W-90A Combination 9.74 521.99 5.39 86 0.6DL+W-90B Combination -4.08 -424.40 1.53 86 0.6DL+W-180A Combination 8.48 -198.14 -8.59 86 0.6DL+W-180B Combination 1.92 -664.52 -9.39 86 DL+W-10 Combination -2.219E-02 -410.66 10.31 86 DL+0.75(SN+W-10) Combination 0.13 -1188.82 1.62 87 DL+SN Combination 1.588E-02 -1173.40 6.53 87 DL+LL Combination 1.660E-02 -1013.22 6.07 87 DL+W-180A Combination 3.08 -192.25 0.73 87 DL+W-180B Combination 0.76 -628.32 2.51 87 DL+W-90A Combination 3.60 472.77 1.47 87 DL+W-90B Combination -1.47 -411.43 4.49 87 DL+0.75(SN+W-180A) Combination 2.31 -948.55 3.64 87 DL+0.75(SN+W-180B) Combination 0.57 -1275.61 4.97 87 DL+0.75(SN+W-90A) Combination 2.70 -449.79 4.20 87 DL+0.75(SN+W 90B) Combination -1.10 -1112.94 6.46 87 0.6DL+W-90A Combination 3.59 533.32 2.967E-02 87 0.6DL+W-90B Combination -1.48 -350.89 3.05 87 0.6DL+W-180A Combination 3.07 -131.71 -0.71 87 0.6DL+W-180B Combination 0.75 -567.78 1.07 87 DL+W-10 Combination 3.500E-02 -303.19 5.01 87 DL+0.75(SN+W-10) Combination 2.791E-02 -1031.76 6.86 88 DL+SN Combination -1.827E-02 -1227.71 6.37 88 DL+LL Combination -1.663E-02 -1057.30 5.94 Project #12015 01/24/2012 32 of 44 Joint 1 _ '.; OutputCase , CaseType ' F1 F2 F3 i Text < , Text ` Text Lb Lb Lb { 88 DL+W-180A Combination 2.93 -194.11 0.61 88 DL+W-180B Combination 0.72 -652.92 2.42 88 DL+W-90A Combination 3.42 516.92 1.49 88 DL+W-90B Combination -1.44 -414.34 4.51 88 DL+0.75(SN+W-180A) Combination 2.19 -996.15 3.42 88 DL+0.75(SN+W-180B) Combination 0.53 -1340.25 4.78 88 DL+0.75(SN+W-90A) Combination 2.56 -462.88 4.08 88 DL+0.75(SN+W 90B) Combination -1.09 -1161.32 6.35 88 0.6DL+W-90A Combination 3.42 573.09 4.207E-02 88 0.6DL+W-90B Combination -1.43 -358.17 3.06 88 0.6DL+W-180A Combination 2.93 -137.94 -0.84 88 0.6DL+W-180B Combination 0.72 -596.75 0.97 88 DL+W-10 Combination -5.867E-03 -292.29 5.05 88 DL+0.75(SN+W-10) Combination -1.420E-02 -1069.78 6.75 89 DL+SN Combination -5.643E-03 -1227.42 6.37 89 DL+LL Combination -5.359E-03 -1057.05 5.94 89 DL+W-180A Combination 2.89 -192.54 0.63 89 DL+W-180B Combination 0.72 -652.39 2.41 89 DL+W-90A Combination 3.38 518.60 1.52 89 DL+W-90B Combination -1.41 -414.91 4.50 89 DL+0.75(SN+W-180A) Combination 2.17 -994.81 3.44 89 DL+0.75(SN+W-1808) Combination 0.54 -1339.70 4.77 89 DL+0.75(SN+W-90A) Combination 2.53 -461.45 4.10 89 DL+0.75(SN+W_90B) Combination -1.06 -1161.58 6.34 89 0.6DL+W-90A Combination 3.38 574.74 7.197E-02 89 0.6DL+W-90B Combination -1.41 -358.77 3.05 89 0.6DL+W-180A Combination 2.90 -136.41 -0.82 89 0.6DL+W-1808 Combination 0.72 -596.26 0.96 89 DL+W-10 Combination -4.059E-03 -292.21 5.05 89 DL+0.75(SN+W-10) Combination -5.364E-03 -1069.56 6.75 90 DL+SN Combination -2.450E-02 -1165.56 6.57 90 DL+LL Combination -2.488E-02 -1006.19 6.11 90 DL+W-180A Combination 2.94 -191.43 0.62 90 DL+W-180B Combination 0.73 -624.19 2.56 90 DL+W-90A Combination 3.41 469.74 1.32 90 DL+W-90B Combination -1.46 -406.35 4.57 90 DL+0.75(SN+W-180A) Combination 2.20 -943.41 3.59 90 DL+0.75(SN+W-180B) Combination 0.54 -1267.99 5.04 90 DL+0.75(SN+W-90A) Combination 2.55 -447.54 4.11 90 DL+0.75(SN+W 90B) Combination -1.10 -1104.60 6.55 90 0.6DL+W-90A Combination 3.42 529.21 -0.12 90 0.6DL+W-90B Combination -1.45 -346.88 3.13 90 0.6DL+W-180A Combination 2.95 -131.96 -0.83 90 0.6DL+W-180B Combination 0.74 -564.73 1.11 90 DL+W-10 Combination -4.116E-02 -301.19 5.03 90 DL+0.75(SN+W-10) Combination -3.577E-02 -1025.74 6.89 91 DL+SN Combination -0.27 -1312.10 -4.21 91 DL+LL Combination -0.23 -1143.25 -2.80 91 DL+W-180A Combination 7.56 -283.85 -6.36 91 DL+W-180B Combination 1.63 -745.23 -6.95 91 DL+W-90A Combination 8.99 425.78 7.19 91 DL+W-90B Combination -3.77 -509.94 3.78 91 DL+0.75(SN+W-180A) Combination 5.48 -1079.61 -10.32 91 DL+0.75(SN+W-180B) Combination 1.03 -1425.64 -10.76 91 DL+0.75(SN+W-90A) Combination 6.55 -547.38 -0.15 Project #12015 01/24/2012 33 of 44 Joint OutputCase CaseType F1. F2 F3 Text Text Next Lb .. Lb Lb . 91 DL+0.75(SN+W_90B) Combination -3.02 -1249.18 -2.71 91 0.6DL+W-90A Combination 8.99 519.67 5.28 91 0.6DL+W-90B Combination -3.76 -416.05 1.87 91 0.6DL+W-180A Combination 7.57 -189.97 -8.28 91 0.6DL+W-1808 Combination 1.64 -651.34 -8.86 91 DL+W-10 Combination -1.273E-02 -404.28 10.56 91 DL+0.75(SN+W-10) Combination -0.20 -1169.93 2.37 92 DL+SN Combination -0.11 -1165.07 6.52 92 DL+LL Combination -8.751E-02 -1005.77 6.06 92 DL+W-180A Combination 2.87 -188.32 0.73 92 DL+W-180B Combination 0.68 -622.76 2.51 92 DL+W-90A Combination 3.44 473.01 1.48 92 DL+W-90B Combination -1.41 -407.72 4.50 92 DL+0.75(SN+W-180A) Combination 2.06 -940.70 3.63 92 DL+0.75(SN+W-1808) Combination 0.43 -1266.54 4.96 92 DL+0.75(SN+W-90A) Combination 2.49 -444.71 4.19 92 DL+0.75(SN+W 90B) Combination -1.15 -1105.25 6.46 92 0.6DL+W-90A Combination 3.43 532.47 3.610E-02 92 0.6DL+W-90B Combination -1.42 -348.25 3.06 92 0.6DL+W-180A Combination 2.86 -128.85 -0.72 92 0.6DL+W-1808 Combination 0.68 -563.30 1.06 92 DL+W-10 Combination 3.320E-02 -301.21 5.03 92 DL+0.75(SN+W-10) Combination -6.242E-02 -1025.37 6.85 93 DL+SN Combination -0.13 -1231.01 6.41 93 DL+LL Combination -0.11 -1060.17 5.97 93 DL+W-180A Combination 2.75 -195.02 0.60 93 DL+W-180B Combination 0.65 -654.84 2.44 93 DL+W-90A Combination 3.28 517.88 1.45 93 DL+W-90B Combination -1.38 -415.49 4.52 93 DL+0.75(SN+W-180A) Combination 1.97 -999.04 3.45 93 DL+0.75(SN+W-1808) Combination 0.40 -1343.91 4.83 93 DL+0.75(SN+W-90A) Combination 2.37 -464.37 4.09 93 DL+0.75(SN+W 90B) Combination -1.13 -1164.40 6.39 93 0.6DL+W-90A Combination 3.29 574.27 4.383E-03 93 0.6DL+W-90B Combination -1.38 -359.11 3.08 93 0.6DL+W-180A Combination 2.75 -138.63 -0.85 93 0.6DL+W-1808 Combination 0.66 -598.46 0.99 93 DL+W-10 Combination -4.302E-03 -292.53 5.04 93 DL+0.75(SN+W-10) Combination -9.578E-02 -1072.18 6.78 94 DL+SN Combination -0.13 -1237.04 6.07 94 DL+LL Combination -0.11 -1065.26 5.69 94 DL+W-180A Combination 2.74 -193.74 0.63 94 DL+W-180B Combination 0.65 -657.50 2.25 94 DL+W-90A Combination 3.28 523.50 1.72 94 DL+W-90B Combination -1.37 -417.82 4.41 94 DL+0.75(SN+W-180A) Combination 1.96 -1002.61 3.21 94 DL+0.75(SN+W-1808) Combination 0.39 -1350.44 4.43 94 DL+0.75(SN+W-90A) Combination 2.37 -464.68 4.03 94 DL+0.75(SN+W 90B) Combination -1.13 -1170.67 6.05 94 0.6DL+W-90A Combination 3.28 579.88 0.27 94 0.6DL+W-90B Combination -1.37 -361.44 2.96 94 0.6DL+W-180A Combination 2.74 -137.36 -0.82 94 0.6DL+W-1808 Combination 0.65 -601.12 0.80 94 DL+W-10 Combination 4.323E-04 -292.34 5.06 94 DL+0.75(SN+W-10) Combination -9.480E-02 -1076.56 6.54 Project #12015 01/24/2012 34 of 44 Joint OutputCase CaseType F1 F2 F3 Text Text Text Lb Lb Lb, 95 DL+SN Combination 3.700E-02 -1124.25 8.45 95 DL+LL Combination 3.002E-02 -970.24 7.70 95 DL+W-180A Combination 2.89 -180.87 0.83 95 DL+W-180B Combination 0.80 -601.55 3.63 95 DL+W-90A Combination 3.29 458.69 0.22 95 DL+W-90B Combination -1.38 -391.73 5.12 95 DL+0.75(SN+W-180A) Combination 2.20 -908.04 5.12 95 DL+0.75(SN+W-180B) Combination 0.63 -1223.55 7.22 95 DL+0.75(SN+W-90A) Combination 2.50 -428.37 4.66 95 DL+0.75(SN+W_90B) Combination -1.01 -1066.19 8.34 95 0.6DL+W-90A Combination 3.30 515.33 -1.26 95 0.6DL+W-90B Combination -1.38 -335.10 3.65 95 0.6DL+W-180A Combination 2.90 -124.23 -0.64 95 0.6DL+W-180B Combination 0.80 -544.91 2.16 95 DL+W-10 Combination -5.009E-02 -296.82 4.95 95 DL+0.75(SN+W-10) Combination -6.049E-03 -995.00 8.21 96 DL+SN Combination -0.54 -723.74 -1.12 96 DL+LL Combination -0.47 -639.24 -0.20 96 DL+W-180A Combination 5.46 -197.86 -1.07 96 DL+W-180B Combination 1.22 -435.30 -2.01 96 DL+W-90A Combination 6.60 157.98 6.71 96 DL+W-90B Combination -2.87 -327.33 3.90 96 DL+0.75(SN+W-180A) Combination 3.73 -598.93 -4.00 96 DL+0.75(SN+W-180B) Combination 0.55 -777.00 -4.71 96 DL+0.75(SN+W-90A) Combination 4.58 -332.05 1.83 96 DL+0.75(SN+W 90B) Combination -2.52 -696.03 -0.27 96 0.6DL+W-90A Combination 6.63 231.80 4.82 96 0.6DL+W-90B Combination -2.84 -253.51 2.01 96 0.6DL+W-180A Combination 5.49 -124.04 -2.96 96 0.6DL+W-180B Combination 1.26 -361.48 -3.90 96 DL+W-10 Combination -9.678E-02 -270.30 7.70 96 DL+0.75(SN+W-10) Combination -0.44 -653.25 2.58 145 DL+SN Combination -0.70 787.42 510.25 145 DL+LL Combination -0.59 697.87 449.96 145 DL+W-180A Combination 31.94 248.55 83.85 145 DL+W-180B Combination 2.50 452.82 238.68 145 DL+W-90A Combination 37.71 -78.34 -87.53 145 DL+W-90B Combination -15.70 338.75 214.39 145 DL+0.75(SN+W-180A) Combination 23.42 668.95 382.79 145 DL+0.75(SN+W-180B) Combination 1.34 822.16 498.91 145 DL+0.75(SN+W-90A) Combination 27.75 423.78 254.25 145 DL+0.75(SN+W 90B) Combination -12.31 736.60 480.69 145 0.6DL+W-90A Combination 37.70 -164.76 -137.76 145 0.6DL+W-90B Combination -15.70 252.33 164.16 145 0.6DL+W-180A Combination 31.93 162.13 33.62 145 0.6DL+W-180B Combination 2.49 366.41 188.45 145 DL+W-10 Combination 7.340E-02 143.74 123.08 145 DL+0.75(SN+W-10) Combination -0.48 590.35 412.21 146 DL+SN Combination -6.109E-02 1142.13 781.41 146 DL+LL Combination -4.771E-02 986.51 674.28 146 DL+W-180A Combination 2.41 223.78 5.99 146 DL+W-180B Combination 0.66 548.89 277.01 146 DL+W-90A Combination 2.86 -322.14 -273.24 146 DL+W-90B Combination -1.16 345.60 252.52 146 DL+0.75(SN+W-180A) Combination 1.75 949.84 541.61 Project #12015 01/24/2012 35 of 44 Joint OutputCase CaseType F1 F2 F3 ; .Text Text Text . Lb Lb Lb 146 DL+0.75(SN+W-180B) Combination 0.44 1193.67 744.88 146 DL+0.75(SN+W-90A) Combination 2.09 540.40 332.19 146 DL+0.75(SN+W 90B) Combination -0.93 1041.20 726.51 146 0.6DL+W-90A Combination 2.85 -381.82 -312.39 146 0.6DL+W-90B Combination -1.17 285.92 213.37 146 0.6DL+W-180A Combination 2.40 164.11 -33.16 146 0.6DL+W-180B Combination 0.65 489.21 237.86 146 DL+W-10 Combination 4.197E-02 1.52 97.48 146 DL+0.75(SN+W-10) Combination -2.649E-02 783.14 610.23 147 DL+SN Combination -2.907E-02 1233.45 816.93 147 DL+LL Combination -2.305E-02 1062.07 703.69 147 DL+W-180A Combination 1.71 223.34 6.32 147 DL+W-180B Combination 0.60 590.26 292.82 147 DL+W-90A Combination 2.02 -391.76 -298.98 147 DL+W-90B Combination -0.83 361.52 258.29 147 DL+0.75(SN+W-180A) Combination 1.26 1022.62 570.25 147 DL+0.75(SN+W-180B) Combination 0.42 1297.81 785.12 147 DL+0.75(SN+W-90A) Combination 1.49 561.29 341.27 147 DL+0.75(SN+W 90B) Combination -0.65 1126.25 759.23 147 0.6DL+W-90A Combination 2.01 -447.74 -336.74 147 0.6DL+W-90B Combination -0.83 305.54 220.54 147 0.6DL+W-180A Combination 1.71 167.36 -31.43 147 0.6DL+W-180B Combination 0.60 534.28 255.06 147 DL+W-10 Combination 8.309E-03 -12.27 92.90 147 DL+0.75(SN+W-10) Combination -2.022E-02 845.91 635.19 148 DL+SN Combination 1.341E-02 1228.64 814.63 148 DL+LL Combination 1.112E-02 1058.07 701.77 148 DL+W-180A Combination 1.77 224.73 6.54 148 DL+W-180B Combination 0.63 588.35 291.88 148 DL+W-90A Combination 2.05 -386.64 -297.23 148 DL+W-90B Combination -0.85 359.87 257.71 148 DL+0.75(SN+W-180A) Combination 1.33 1019.87 568.64 148 DL+0.75(SN+W-180B) Combination 0.48 1292.59 782.64 148 DL+0.75(SN+W-90A) Combination 1.54 561.35 340.81 148 DL+0.75(SN+W 90B) Combination -0.63 1121.24 757.01 148 0.6DL+W-90A Combination 2.05 -442.76 -335.03 148 0.6DL+W-90B Combination -0.85 303.75 219.92 148 0.6DL+W-180A Combination 1.77 168.60 -31.25 148 0.6DL+W-180B Combination 0.63 532.23 254.08 148 DL+W-10 Combination -1.401E-03 -11.74 93.03 148 DL+0.75(SN+W-10) Combination 9.597E-03 842.53 633.50 149 DL+SN Combination 2.543E-03 1179.58 797.49 149 DL+LL Combination -8.278E-04 1018.62 688.05 149 DL+W-180A Combination 1.69 225.57 7.40 149 DL+W-180B Combination 0.61 568.11 285.07 149 DL+W-90A Combination 1.96 -342.76 -281.09 149 DL+W-90B Combination -0.84 358.98 257.62 149 DL+0.75(SN+W-180A) Combination 1.28 977.57 554.08 149 DL+0.75(SN+W-180B) Combination 0.47 1234.48 762.34 149 DL+0.75(SN+W-90A) Combination 1.48 551.33 337.72 149 DL+0.75(SN+W 90B) Combination -0.62 1077.63 741.75 149 0.6DL+W-90A Combination 1.97 -403.79 -320.76 149 0.6DL+W-90B Combination -0.84 297.95 217.95 149 0.6DL+W-180A Combination 1.70 164.54 -32.27 149 0.6DL+W-180B Combination 0.61 507.08 245.41 Project #12015 01/24/2012 36 of 44 Joint OutputCase CaseType F1 F2 F3 Text Text Text Lb Lb Lb 149 DL+W-10 Combination -2.550E-02 1.91 97.78 149 DL+0.75(SN+W-10) Combination -7.733E-03 809.83 621.87 150 DL+SN Combination -1.752E-03 1325.90 894.80 150 DL+LL Combination -6.467E-04 1155.90 778.18 150 DL+W-180A Combination 1.68 322.86 72.15 150 DL+W-180B Combination 0.62 690.02 365.54 150 DL+W-90A Combination 1.96 -290.45 -253.74 150 DL+W-90B Combination -0.81 462.74 319.26 150 DL+0.75(SN+W-180A) Combination 1.25 1115.97 649.85 150 DL+0.75(SN+W-1808) Combination 0.46 1391.34 869.89 150 DL+0.75(SN+W-90A) Combination 1.46 655.99 405.43 150 DL+0.75(SN+W 90B) Combination -0.61 1220.88 835.18 150 0.6DL+W-90A Combination 1.96 -386.93 -314.03 150 0.6DL+W-90B Combination -0.81 366.26 258.97 150 0.6DL+W-180A Combination 1.68 226.38 11.86 150 0.6DL+W-180B Combination 0.61 593.54 305.25 150 DL+W-10 Combination 4.832E-03 102.98 148.08 150 DL+0.75(SN+W-10) Combination -3.390E-04 951.06 706.80 151 DL+SN Combination 2.402E-03 1179.86 797.58 151 DL+LL Combination 6.317E-03 1018.85 688.12 151 DL+W-180A Combination 1.65 226.32 7.73 151 DL+W-180B Combination 0.63 567.97 285.03 151 DL+W-90A Combination 1.94 -342.14 -280.79 151 DL+W-90B Combination -0.77 358.59 257.45 151 DL+0.75(SN+W-180A) Combination 1.23 978.40 554.41 151 DL+0.75(SN+W-180B) Combination 0.46 1234.63 762.39 151 DL+0.75(SN+W-90A) Combination 1.44 552.05 338.03 151 DL+0.75(SN+W 90B) Combination -0.59 1077.60 741.70 151 0.6DL+W-90A Combination 1.93 -403.13 -320.44 151 0.6DL+W-90B Combination -0.78 297.60 217.79 151 0.6DL+W-180A Combination 1.64 165.33 -31.93 151 0.6DL+W-180B Combination 0.61 506.97 245.38 151 DL+W-10 Combination 3.282E-02 1.83 97.75 151 DL+0.75(SN+W-10) Combination 1.273E-02 810.03 621.93 152 DL+SN Combination -5.898E-03 1226.64 814.00 152 DL+LL Combination -3.425E-03 1056.40 701.24 152 DL+W-180A Combination 1.60 223.40 6.09 152 DL+W-180B Combination 0.62 587.17 291.53 152 DL+W-90A Combination 1.88 -386.74 -297.28 152 DL+W-90B Combination -0.77 360.05 257.78 152 DL+0.75(SN+W-180A) Combination 1.19 1017.33 567.81 152 DL+0.75(SN+W-180B) Combination 0.45 1290.16 781.88 152 DL+0.75(SN+W-90A) Combination 1.40 559.72 340.28 152 DL+0.75(SN+W_90B) Combination -0.59 1119.82 756.57 152 0.6DL+W-90A Combination 1.87 -442.90 -335.08 152 0.6DL+W-90B Combination -0.77 303.89 219.97 152 0.6DL+W-180A Combination 1.60 167.24 -31.71 152 0.6DL+W-180B Combination 0.61 531.01 253.72 152 DL+W-10 Combination 8.931E-03 -11.46 93.13 152 DL+0.75(SN+W-10) Combination -2.665E-03 841.18 633.08 153 DL+SN Combination 2.530E-02 1226.34 813.85 153 DL+LL Combination 2.123E-02 1056.13 701.10 153 DL+W-180A Combination 1.56 224.01 6.30 153 DL+W-1808 Combination 0.63 587.17 291.46 153 DL+W-90A Combination 1.80 -385.88 -296.96 Project #12015 01/24/2012 37 of 44 01/24/2012 Joint OutputCase CaseType F1 F2 F3 Text Text Text Lb Lb Lb 153 DL+W-90B Combination -0.75 359.55 257.58 153 DL+0.75(SN+W-180A) Combination 1.19 1017.61 567.88 153 DL+0.75(SN+W-180B) Combination 0.49 1289.98 781.75 153 DL+0.75(SN+W-90A) Combination 1.37 560.19 340.43 153 DL+0.75(SN+W 90B) Combination -0.54 1119.27 756.33 153 0.6DL+W-90A Combination 1.80 -442.00 -334.74 153 0.6DL+W-90B Combination -0.75 303.43 219.79 153 0.6DL+W-180A Combination 1.56 167.89 -31.48 153 0.6DL+W-180B Combination 0.63 531.05 253.68 153 DL+W-10 Combination -1.158E-03 -11.54 93.09 153 DL+0.75(SN+W-10) Combination 1.846E-02 840.95 632.97 154 DL+SN Combination 2.380E-02 1171.77 794.90 154 DL+LL Combination 1.758E-02 1011.58 685.71 154 DL+W-180A Combination 1.51 221.81 6.11 154 DL+W-180B Combination 0.62 562.79 283.31 154 DL+W-90A Combination 1.73 -343.27 -281.31 154 DL+W-90B Combination -0.74 355.11 256.36 154 DL+0.75(SN+W-180A) Combination 1.16 970.34 551.65 154 DL+0.75(SN+W-180B) Combination 0.49 1226.07 759.55 154 DL+0.75(SN+W-90A) Combination 1.32 546.53 336.09 154 DL+0.75(SN+W 906) Combination -0.53 1070.31 739.34 154 0.6DL+W-90A Combination 1.74 -403.15 -320.60 154 0.6DL+W-90B Combination -0.74 295.23 217.07 154 0.6DL+W-180A Combination 1.51 161.93 -33.18 154 0.6DL+W-180B Combination 0.62 502.91 244.03 154 DL+W-10 Combination -2.336E-02 -0.24 97.07 154 DL+0.75(SN+W-10) Combination 8.268E-03 803.80 619.87 155 DL+SN Combination 2.315E-02 1301.89 888.14 155 DL+LL Combination 2.032E-02 1134.32 772.19 155 DL+W-180A Combination 1.49 311.48 68.91 155 DL+W-180B Combination 0.63 673.75 361.01 155 DL+W-90A Combination 1.72 -291.59 -254.18 155 DL+W-90B Combination -0.71 451.20 316.05 155 DL+0.75(SN+W-180A) Combination 1.13 1093.66 643.62 155 DL+0.75(SN+W-180B) Combination 0.49 1365.37 862.70 155 DL+0.75(SN+W-90A) Combination 1.31 641.36 401.30 155 DL+0.75(SN+W 90B) Combination -0.52 1198.45 828.98 155 0.6DL+W-90A Combination 1.72 -384.67 -313.51 155 0.6DL+W-90B Combination -0.71 358.11 256.72 155 0.6DL+W-180A Combination 1.49 218.39 9.58 155 0.6DL+W-180B Combination 0.63 580.66 301.68 155 DL+W-10 Combination 4.028E-03 96.74 146.34 155 DL+0.75(SN+W-10) Combination 1.784E-02 932.61 701.70 156 DL+SN Combination 5.501E-03 1171.33 794.76 156 DL+LL Combination 8.417E-03 1011.21 685.59 156 DL+W-180A Combination 1.45 222.31 6.38 156 DL+W-180B Combination 0.63 562.26 283.14 156 DL+W-90A Combination 1.70 -342.37 -280.89 156 DL+W-90B Combination -0.68 354.74 256.19 156 DL+0.75(SN+W-180A) Combination 1.08 970.38 551.74 156 DL+0.75(SN+W-180B) Combination 0.46 1225.34 759.31 156 DL+0.75(SN+W-90A) Combination 1.27 546.87 336.29 156 DL+0.75(SN+W 90B) Combination -0.51 1069.70 739.10 156 0.6DL+W-90A Combination 1.69 -402.25 -320.18 156 0.6DL+W-90B Combination -0.69 294.86 216.90 Project #12015 38 of 44 Joint OutputCase CaseType ... F1 F2 F3 Text Text Text - Lb Lb Lb 156 0.6DL+W-180A Combination 1.44 162.43 -32.91 156 0.6DL+W-180B Combination 0.62 502.38 243.85 156 DL+W-10 Combination 3.025E-02 -0.22 97.07 156 DL+0.75(SN+W-10) Combination 1.476E-02 803.48 619.76 157 DL+SN Combination 1.819E-03 1229.99 815.07 157 DL+LL Combination 2.920E-03 1059.31 702.17 157 DL+W-180A Combination 1.39 224.39 6.33 157 DL+W-180B Combination 0.63 589.10 292.17 157 DL+W-90A Combination 1.63 -387.64 -297.67 157 DL+W-90B Combination -0.67 361.17 258.19 157 DL+0.75(SN+W-180A) Combination 1.04 1020.32 568.71 157 DL+0.75(SN+W-1808) Combination 0.47 1293.86 783.08 157 DL+0.75(SN+W-90A) Combination 1.22 561.30 340.70 157 DL+0.75(SN+W 90B) Combination -0.50 1122.91 757.60 157 0.6DL+W-90A Combination 1.63 -444.01 -335.55 157 0.6DL+W-90B Combination -0.67 304.80 220.31 157 0.6DL+W-180A Combination 1.39 168.02 -31.54 157 0.6DL+W-180B Combination 0.62 532.73 254.29 157 DL+W-10 Combination 8.022E-03 -11.21 93.20 157 DL+0.75(SN+W-10) Combination 2.956E-03 843.62 633.86 158 DL+SN Combination 5.193E-02 1235.51 817.61 158 DL+LL Combination 4.407E-02 1063.95 704.31 158 DL+W-180A Combination 1.43 224.74 6.73 158 DL+W-180B Combination 0.64 592.17 293.34 158 DL+W-90A Combination 1.63 -391.07 -298.81 158 DL+W-90B Combination -0.68 362.53 258.65 158 DL+0.75(SN+W-180A) Combination 1.11 1024.75 570.92 158 DL+0.75(SN+W-1808) Combination 0.52 1300.32 785.88 158 DL+0.75(SN+W-90A) Combination 1.26 562.89 341.76 158 DL+0.75(SN+W 90B) Combination -0.47 1128.09 759.86 158 0.6DL+W-90A Combination 1.63 -447.42 -336.69 158 0.6DL+W-90B Combination -0.68 306.18 220.78 158 0.6DL+W-180A Combination 1.43 168.39 -31.14 158 0.6DL+W-180B Combination 0.64 535.82 255.47 158 DL+W-10 Combination 1.124E-03 -11.51 93.15 158 DL+0.75(SN+W-10) Combination 3.891 E-02 847.56 635.73 159 DL+SN Combination 9.010E-02 1128.03 776.64 159 DL+LL Combination 7.438E-02 973.55 669.90 159 DL+W-180A Combination 0.91 211.69 1.67 159 DL+W-180B Combination 0.72 538.08 273.71 159 DL+W-90A Combination 0.99 -330.08 -276.20 159 DL+W-90B Combination -0.43 339.22 250.48 159 DL+0.75(SN+W-180A) Combination 0.75 933.61 535.95 159 DL+0.75(SN+W-180B) Combination 0.61 1178.40 739.98 159 DL+0.75(SN+W-90A) Combination 0.82 527.28 327.55 159 DL+0.75(SN+W 90B) Combination -0.25 1029.26 722.56 159 0.6DL+W-90A Combination 0.99 -387.03 -314.43 159 0.6DL+W-90B Combination -0.42 282.28 212.25 159 0.6DL+W-180A Combination 0.91 154.75 -36.56 159 0.6DL+W-180B Combination 0.72 481.14 235.49 159 DL+W-10 Combination -2.997E-02 -4.34 95.50 159 DL+0.75(SN+W-10) Combination 5.021 E-02 771.59 606.33 160 DL+SN Combination 0.85 721.31 489.88 160 DL+LL Combination 0.73 637.08 431.22 160 DL+W-180A Combination -29.96 227.80 78.80 Project #12015 01/24/2012 39 of 44 Joint OutputCase CaseType F1 F2 F3 Text Text Text .. Lb =Lbs; Lb 160 DL+W-180B Combination 3.33 405.57. 160 DL+W-90A Combination -35.47 -73.82 160 DL+W-90B Combination 14.86 291.25 160 DL+0.75(SN+W-180A) Combination -21.86 619.91 160 DL+0.75(SN+W-180B) Combination 3.11 753.24 160 DL+0.75(SN+W-90A) Combination -25.99 393.70 160 DL+0.75(SN+W 90B) Combination 11.76 667.50 160 0.6DL+W-90A Combination -35.49 -147.36 160 0.6DL+W-90B Combination 14.84 217.71 160 0.6DL+W-180A Combination -29.98 154.26 160 0.6DL+W-180B Combination 3.30 332.03 160 DL+W-10 Combination -1.154E-02 116.34 160 DL+0.75(SN+W-10) Combination 0.60 536.31 223.30 -84.60 199.04 368.71 477.09 246.16 458.89 -130.84 152.80 32.56 177.06 114.63 395.58 Project #12015 01/24/2012 40 of 44 01/24/2012 Check Pier Footing per IBC Non -Constrained Condition Initial data Vbase 0.15•kip h := 6•in Height to ground Worst case design moment Mu := Okip•in Maximum Shear force to be applied for footing embedment check MU V := — +Vbase V = 0.15.kip b := 34in Diagonal dimension of Footing S := 250• psf ft Smax 1500psf E := .5in WS := Y TOL := Y dgb := Oin wgb := Oin hgb := Oin Lateral Bearing Pressure Assumed Maximum Allowable Lateral Bearing Pressure Set Convergence threshold to = .5in Albwable increase for Wind or Seismic "Y", "N" Tolerate 1/2" Movement at top of Structure "Y", "N" Grade beam embedment Grade beam width Grade beam height above grade Concrete height above ground h0 .= 0.5ft • Calculate Veff := V drec Depth(Veff,S,E,h,b, WS,TOLyooting depth should be at least drec = 0.915.11 Df := in•ceil dr—) ec Actual Depth of Footing Specified Df = 0.917 ft in Sfn:= Df•S' Embedment Used in Design Df := 1.511 Vertical Bearing and Uplift Given: PD:= 0.15.kip Downward load PU := 0.15.kip Uplift ry' := 150pcf Weight density of concrete := 110pcf Weight density of soil Fb := 1500psf Soil bearing capacity µb := Y Allow Skin Friction and Bearing Simultaneously - "Y","N" Qµ.max 250psf•Tr•b•Df Maximum Allowable Skin Resistance per 1808.2.8.4 := 0.2 Project #12015 Coefficient of Lateral Earth Pressure 41 of 44 := 25deg Internal angle of Friction of Soil 1 := Oin Length of Pedestal Base or Bell from Footing Shaft Tb := Oin Footing := "Square" Calculate (b 12 Ab .—_ l Abp := ( b Pb. 4( r 2 b Thickness of Pedestal Base or Bell Footing Type - "Square", "Round" Ab = 4•ft2 Pb = 8.ft (r12 We := -,/{(Df Y (Df + h0)•\V ) + Abp Tb 2 Ws := 7". (Elf — Tb).Abp Qb Fb*Ab Qµ := min(mr•b•Df•250psf ,Qµ max) Ws = 0•kip Qb = 6 -kip 01/24/2012 Area of Base of Footing Area of Projected Base of Footing Perimeter at Base of Footing Footing weight We = 1.2•kip Weight of Soil Over Projected Base Bearing Resistance at Base of Footing Only use 250 psf/ft friction for conservative design. Qµ = 3.3 -kip QDR := 1 max(Qp., Qb) if µb = N QDR = 9.4 kip Qµ+Qb if lib =Y QUR := Ws + We + Qµ QUR = 4.5 -kip So := Summary if Df > drec A PU < QUR APD < QDR "NG, try again" otherwise Df = 1.639 should be > 1 drec PD — 0.016 QDR Minimum reinforcement should be < 1 PU Skin Friction Resistance Resistance of Pier to Downward Force Resistance of Pier to Upward Force — 0.033 QUR As := 0.0025•Ab As = 1.4•in2 Use (7) #4 rebar E.W., sufficient! Use 2' x 2' x 18" square pier footing. should be < 1 Project #12015 42 of 44 f Connection Check Stranchion to wall attachment detail (detail A, P52_121 Review computer design output for worst reactions. Per shop drawings, plate will be anchored to the existing concrete wall and weld to steel tube. Vmax := 0.1 kip Tmax := 0.6 kip Worst case force at connection (2) 1/2"diameter HILTI KB -TZ anchor with 2.5" embedment, Vallow 3.194 kip Tallow 1.726 kip for one anchor with 2" embedment,fc=3000psi check_anchor := if (Vallow > Vmax A Tallow > Tm , "Anchor is OK!" , "NG" ) check_anchor = "Anchor is OK!" Stranchion to ground attachment detail (detail B, P5.0) Review computer design for maximum design forces for stranchion to ground connections. Vmax:= 150 Ibf Worst case reaction at connection Use (1)3/8" thru bolt for tube to tube V„ V„ := 2.65 kip SZ := 2.4 Va := S— 2 Ratio := Vmax 2Va Ratio = 0.068 double shear Check := if(1.0 >_ Ratio, "Bolts are Ok" , "NG" ) Check = "Bolts are Ok" 01/24/2012 (4)1/2"diameter HILTI KB -TZ anchor with 2.5" embedment to ground, sufficient. Upper attachment detail (detail C, P5.0) Review computer design for maximum design forces at connections. Per shop drawing, Z -bracket will be anchored to the existing concrete wall and screwed to aluminum tube. Vmax := 0.9 kip Tmax := 1.4 kip Worst case force at connection (1) 1/2"diameter HILTI KB -TZ anchor with 2.5" embedment, Vallow := 3.194 kip Tallow := 1.726 kip for one anchor with 2" embedment,fc=3000psi Vmax Tmax ratio :— + ratio = 1.093 VallowTallow check_anchor := if(Vallow — Vmax A Tallow ? Tmax A ratio _< 1.2, "Anchor is OK!" , "NG") check_anchor = "Anchor is OK!" 1/4" dia. SD screw: Va := 1102 Ibf Check := if(Vmax < Va, "OK!" , "N/G!") Check = "OK!" Project #12015 43 of 44 01/24/2012 Lower attachment detail (detail F, P5.0) Review computer design for maximum design forces at connections. Per shop drawing, Z -bracket will be anchored to the existing concrete wall and screwed to aluminum tube. Vmax := 0.1 kip Tmax := 0.6 kip Worst case force at connection (1) 1/2"diameter HILT! KB -TZ anchor with 2.5" embedment, Vallow 3.194 kip Tallow := 1.726 kip for one anchor with 2" embedment,fc=3000psi Vmax Tmax ratio :— + Vallow Tallow ratio = 0.379 check_anchor := if(Van„> Vmax A Tau„ > Tmax A ratio <_ 1.2, "Anchor is OK!" , "NG" ) check_anchor = "Anchor is OK!" 1/4" dia. SD screw: Va := 1102 Ibf Check := if(Vmax < Va, "OK!" , "N/G!") Check = "OK!" Awning frame members connection using minimum 1/8" around weld, sufficient! Project #12015 44 of 44 PPE D C•. -Y PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-067 DATE: 02-26-13: PROJECT NAME: GOODWILL SITE ADDRESS 1174 ANDOVER PK W X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision .# After Permit Issued D ARTM "NTS. ./m , l� uilding Division m Public Works ❑ Fire Prevention Structural n n Planning Division Permit Coordinator ur DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete (n. Incomplete ❑ DUE DATE: 02-28-13 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 03-28-13 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PLAN REVIEW CHECKLIST - (Nonstructural) Permit App. Da- UCS By: IBC Edition 0? & State Amend. Date: //-9'-/3 Project title: 6 o, n /1 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ - Classify the building or portion thereof in accordance with Chapter 3 Ajr Determine the type of construction of the building in accordance with Chapter 6. - Determine if the location of building on the site and clearances to property lines and other buildings on the site plan are in accordance with code provisions. Review for conformity with General building height and area limitations in accordance with Chapter 5. Review for conformity with special detailed requirements based on use and Occupancy. ▪ Review for conformity with Type of Construction requirements of Chapter 6. Review for conformity with Fire and Smoke protection features of Chapter 7. Review for conformity with requirements of interior finishes of Chapter 8. Review for conformity with requirements for fire protection systems of Chapter 9. Review for conformity with requirements for means of egress requirements of Chapter 10 p. Review for conformity with requirements of accessibility in accordance with Chapter 11, and ICC A117.1 AT Review for conformity with Washington State Energy Code. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ✓ In circle = topic has been reviewed for the application. X In circle = topic is not relevant to proposed scope of work. Contractors or Tradespeople ler Friendly Page • General/Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name RAINIER INDUSTRIES UBI No. 600523816 LTD Phone 4252511800 Status Active Address 18375 Olympic Ave S License No. RAINIIL066QP Suite/Apt. License Type Construction Contractor City Tukwila Effective Date 11/17/1994 State WA Expiration 1/3/2015 Date Zip 98188 Suspend Date County King Specialty 1 Awnings, Canopies, Patio Covers, Exterior Screens Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status EASTSTA088PK EASTSIDE TENT & AWNING CO Construction Contractor General Unused 10/12/1992 3/4/2015 Active PUGETST150DE PUGET SOUND TENT Et AWNING CO Construction Contractor Awn,Canopies,Carport,Patio Co Other (Specify) 3/5/1985 2/22/1995 Archived PUGETST217NU PUGET SOUND TENT & AWNING CO Construction Contractor Awn,Canopies,Carport,Patio Co Other (Specify) 8/31/1979 2/22/1986 Archived Business Owner Information Name Role Effective Date Expiration Date CAMPBELL, SCOTT CURTICE President 01/01/1980 Amount CAMPBELL, KAREN LYNN Vice President 01/01/1980 6306C532991 SCHOONMAKER, GEORGE W 12/31/2013 01/01/1980 01/01/1980 SCHOONMAKER, GEORGE W Agent 01/01/1980 01/01/1980 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 CBIC LB6600 10/01/2002 Until Cancelled $6,000.00 09/16/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 17 Phoenix Insurance Company, The 6306C532991 12/31/2012 12/31/2013 $1,000,000.00 01/02/2013 16 Phoenix Insurance Company, The 6306c532991 12/31/2012 12/13/2013 01/02/2013 $1,000,000.00 01/02/2013 httns://fortress.wa.gov/Ini/bhin/Print.asnx 03/05/2013