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HomeMy WebLinkAboutPermit D10-220 - SEGMENT 1 - MUSEUM OF FLIGHT - SPACE SHUTTLE GALLERY FOUNDATIONDI 0-220 Museum of Flight— Space Shuttle Gallery Foundation 9305 East Marginal Way South Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - Museum of Flight — Space Shuttle Gallery Foundation D10-220 Segment 2 - Museum of Flight — Space Shuttle Gallery Foundation D10-220 Segment 3 - Plans - Museum of Flight — Space Shuttle Gallery Foundation D10-220 MUSEUM OF FLIGHT SPACE SHTJTTLE GALLERY FOUNDATION ONLY 9305 EAST MARGINAL wys D10-220 City oftukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 5624201034 Address: 9305 EAST MARGINAL WY S TUKW Suite No: Project Name: MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Permit Number: D10-220 Issue Date: 11/02/2010 Permit Expires On: 05/01/2011 Owner: Name: MUSEUM OF FLIGHT FOUNDATION Address: 9404 EAST MARGINAL WAY S , SEATTLE WA 98108 Contact Person: Name: NATHAN MESSMER Address: SRG PARTNERSHIP , 110 UNION ST - SUITE 300 98101 Contractor: Name: SELLEN CONSTR CO INC Address: PO BOX 9970 , SEATTLE, WA 98109 Contractor License No: SELLEC*372ND Phone: 206-973-1695 Phone: 206-682-7770 Expiration Date: 06/01/2011 DESCRIPTION OF WORK: FOUNDATION ONLY FOR NEW 15,131 SQ FT BUILDING TO HOUSE SPACE SHUTTLE Value of Construction: $924,340.00 Fees Collected: $12,725.67 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: I -B Occupancy per IBC: 0006 **continued on next page** doc: IBC -10/06 D10-220 Printed: 11-02-2010 City oiTukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Permit Number: D10-220 Issue Date: 11/02/2010 Permit Expires On: 05/01/2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 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: 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: li, '-e)-71, 0 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 o =--erformance of work. I am authorized to sign and obtain this development permit. 5ignatur _i' /2120 ///i Date: it 10 Print Name: N AT K A N J 114 ESS M El& 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. doc: IBC -10/06 D10-220 Printed: 11-02-2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tulcwila.wa.us Parcel No.: 5624201034 Address: Suite No: Tenant: PERMIT CONDITIONS 9305 EAST MARGINAL WY S TUKW MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Permit Number: Status: Applied Date: Issue Date: D10-220 ISSUED 08/19/2010 11/02/2010 1: ***BUILDING DEPARTMENT CONDITIONS*** 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: The special inspections and verifications for concrete construction shall be required. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: A final report documenting required special inspections and correction of any discrepancies noted m 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. 10: 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. 11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: 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. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). doc: Cond-10/06 010-220 Printed: 11-02-2010 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: ht4,://www.ci.tukwila.wa.us 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, arty 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. 17: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 18: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 19: Contractor shall obtain a Construction Dewatering Permit and notify Tukwila Public Works prior to dewatering activities. 20: Any material spilled onto any street shall be cleaned up immediately. **continued on next page** doc: Cond-10/06 D10-220 Printed: 11-02-2010 • • wq� City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: N'1 I t -t A N T W -ESS Vk 1$ Date: 11/2/ 20% 0 doc: Cond-10/06 D10-220 Printed: 11-02-2010 CITY OF TUKKLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 • htto://www.ci.tukwila.wa.us toul,k46, r Building Permit No. 1)10— cxm Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. P12,t12-0 (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the nail or by fax. **Please Print** SITE LOCATION ..ec 10 #16 G t ••Ki '' QII�%nika "4` ��Q I O� {4 l(7 V1� King Co Assessor's Tax No.:c‘44.2040-3449-- Site Address: 13oir&.IS Mat" i / 14Ja j South Suite Number: Floor: Tenant Name: e t� "" ✓ e . ' . t New Tenant: ❑ Yes El ..No Property Owners Name: Tile W! u s ektnr of F1 y ti t Mailing Address: "1104 ast MRryinq l War Sot Hi Seafle City W'l State 98108 Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Nufl►an Messmer Day Telephone: Mailing Address: S R (� 110 (%11 S f:1 S u a fe 300 Sea -File City Fax Number: E -Mail Address: n rn (s s m e r p s r9 parfnershs;0. corm 206 173- 16'7 INA g814I State Zip 206 • g73 • 1701 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Se Hen Construcfion Mailing Address: P.O. S o x 1970 Contact Person: B re f Down I'a, E -Mail Address: b re f. d o wh til y@ s ellen. c o 1'Yi Seller*372.no Company Seaffle WA 98109 Contractor Registration Number: City State Zip Day Telephone: 206 ' 80C • 719 0 Fax Number: 20(ty 62.3 -5206 Expiration Date: 06/oi /2011 ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: Mailing Address: S&G Parfnershtja 110 lin t'on Street' t S u"'fe 30o SeaH/e city ' ) 1 WA 98101 {C( n^ State Zip N Contact Person: i� a NI I ,1 e S S r Day Telephone: 2 0(o- 1te7 3. 1615- E -Mail s E-Mail Address: (i1 IM e Ss sri p ar 1'l ers h r'p .1.0 ,41 Fax Number: 206-173 • 1701 ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: 1414911u.sson 'Clem enerc 501 Fi'f fh A trenKe Grey 61-(9 9s 9bri)9s @ mica. .c.ow, H:tApplications.Forms-Applications On Line \2010 Application0-2010 - Penni' Apphcation.doc Rcviscd: 7-2010 hh Ssocl'afes Se4tI-1e INA 9P101 City State Zip Day Telephone: 2'. ' 2/ S • 536,8 Fax Number: 206 2.92 • /2.01 Papc 1 of 6 4 3 0 BUILDING PERMIT INFORMATI • — 206-431-3670 Valuation of Project (contractor's bid price): S 1 % �.•O Existing Building Valuation: S Scope of Work (please provide detailed information): Con.sf t cho'i of a new 9a/lEry Rif 1+7e ilivtseurn of FItlhf *, house e Sprue ShultlIe. GSI iv Will there be new rack storage? 0 Yes pgt.. No if yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below • Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l"'Floor /5;/31 I 13` A3 2nd Floor 3`dFloor ' • Floors thru Basement Accessory Structure* i Attached Garage , 1 ., y Detached Garage Attached Carport Detached Carport - t S , . Covered Deck Uncovered beck 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 documdntation tha`Lshows that the principal owner lives in one of the dwellings as his or her primary residence. KVSTD HEFFRON -112ANSpORTMtDW PARKIa(a DeMAND AND $VPPLI ANALYSIS Number of Parking Stalls ProvidQd: Standard: Compact: _ Handicap:J,E PRDV IDED Will there be a change in use? 0 Yes No If "yes", explain: • FIRE PROTECTION/HAZARDOUS MATERIALS: XSprinklers 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 Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System - For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department: H:1Applicatinns,Fonns-Applications On Line 2010 Applications: 7.2010 - Permit Application dor Revised: 7-2010 hh rag. 2 of PERMIT APPLICATION NOTES — Applicable to all permits in this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: RIZED AGENT: Print Name: 144r4 Lohman Date: 01/10' Day Telephone: 206 " 801i •7877 Mailing Address: /1 / 1 Second Avenues Su► fe 15001 Seaf+t1e WA 58101 State Zip City [ Date Application Accepted: q --1g-c0 Date Application Expires: --(4-4 Staff Initials: At H:Applicatinnsl'omis-ApplIcaunns On Linc\2010 Applications .7-2010 - ['emit Application.dnc Revised: 7-2010 Page 6 of 6 • r--- . q�? City of Tukwila Department of Community Development veloPment 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Fax: 206-431-3665 1908 Web site: http://www.ci.tukwila.wa.us RECEIPT Parcel No.: 5624201034 Permit Number: D10-220 Address: 9305 EAST MARGINAL WY S TUKW Status: APPROVED Suite No: Applied Date: 08/19/2010 Applicant: MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Issue Date: Receipt No.: R10-02215 Initials: User ID: WER 1655 Payment Amount: $7,714.30 Payment Date: 11/02/2010 02:15 PM Balance: $0.00 Payee: MUSEUM OF FLIGHT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 62505 7,714.30 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000.322.100 STATE BUILDING SURCHARGE 640.237.114 Total: $7,714.30 7,709.80 4.50 doc: Receiot-06 Printed. 11-02-2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us RECEIPT Parcel No.: 3324049019 Permit Number: D10-220 Address: 9404 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 08/19/2010 Applicant: SPACE SHUTTLE GALLERY - FOUNDATIONS Issue Date: Receipt No.: R10-01634 Initials: WER User ID: 1655 Payment Amount: $5,011.37 Payment Date: 08/19/2010 02:28 PM Balance: $7,714.30 Payee: MUSEUM OF FLIGHT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 61661 5,011.37 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 5,011.37 Total: $5,011.37 doc: Receipt -06 Printed: 08-19-2010 5 INSPECTION•RECOOD ••• : .•• • Retain a copy with permit •b•1.0-2Zt) INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 q (206).431-3670 Permit Inspection Request Line (206) 431-2451 Project:I (Ati‘("vt•••••• 4 kat Type of Inspection: g.41 At, (A-i,i t-1--a-0-it (A)e-ak "P.J.flk L9 -14-,v i•rew AlseLegvVON) • (:3) ,..- c..7.; Amt.. La t -A 0 v c,(e-wt (..c.Cret-di Address:cp.., Aikele 's itt-trri-E. C‘ SOS e ASIVA VO•CottJilti4 (....) Date Called: R-.1 40 • 1:43)-().-3,S— 4-F s f (aJoof , •..le( it A--) ft" ANA4 lerrytfleri 0 4 L Special Instructions: Date Wanted: p.m. Requester: Phone No: cll. 0 6 S , 1 — 5 S -5 7 gApproved per applicable codes. LJCorrections required prior to approval. COMMENTS: CO‘I -E r",..14.. taz+.1.0( Crev." M ve gavv.15 (A-i,i t-1--a-0-it (A)e-ak "P.J.flk L9 -14-,v i•rew AlseLegvVON) 11.LemGive. bhle-c5 IA,zz-t1 (:3) ,..- c..7.; Amt.. La t -A 0 v c,(e-wt (..c.Cret-di A4pek %-t-zo-t/ . j)-AiV?"4199 , :1_)6pooior Nova -lei wok...is, ilicliveelfeaSit,\ 1:43)-().-3,S— 4-F s f (aJoof , •..le( it A--) ft" ANA4 lerrytfleri 0 4 L 7pa'ti- to) ext FEE REQUIREo. Prior topext inspection, fee must be at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. )Inspe d : _sJocgcftlbretAaeerbtegkr.,.8:k.g• it.Aressecemdir. Date: - "7 -2-1 ) rr-r. F.• • • r. • 7; -r " • % iF"r "1",t7e1C:77.TE7 INSPECTION RECORD Retain a copy with permit -A44 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 Prqject: ML/ SPU PI s-pAte swan, Type of Inspection: .; ki AA Address: 0 S . 4kkiti70:1M-L Date Called: _ Special Instructions: .)'\ opt,ti Date Wanted: ..-- 3.,,m... - (. - tt Pan - 7;7 .t)u &4- Requester: IC( ) I i Phone No: Cr7/ —3337 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: k kles2_,A u f*6 ( LjDI K -S F1' A ol ab ,,,e_e_A c - -; x i Pek 1otte r 1---1) * ,(„A're_. 4 k ke q0: r -A a/U.-5 11‘ inter- r r o‘m go.: 6 oti, Adter d i 4 elf- s-04-sDd bra"4E- _.5d2(c ,012."-y gb ey-t- &lip 2 A -/T1 LA o t 1",) it 71-11CirA-f( A-1- t!' 4 n 14- k Sl\re"374 1 61r- o Jr P - A ejt. IZe_: . .14/it AA AT. (, - ) f p ejt,,to s Ar A, -,Ac ,a,A-iti c 4 td7Tes IC( ) I i -- T -Art, i k, ) r 5c.',IS 0-6-'JTv iliAL( &a 4,)ie OA 61%) —M--( A7-t---- lnspec or: Date: .4 2-7 ri REINSPECTION FEE REQUIRED. ri T to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • r• A 440 • INSP.ECTION••RECORi Retain a.copy with permit INSPE ION NO. • ., PERMIT! NO. • CITY OF TUKWILA BUILDING DIVISION`: 6300 Southcenter Blvd:, #100, Tukwila: WA.98.188 (206)'431-3670 Permit Inspection Request Liffe (206) 431-2451 Project: . ` yArl ©F FZtSspr- Type of Inspection: • • ., erf Ai46-0/Z41/41S Address: Date Called:. Special Instructions: •• Date Wanted:�r .4:2-" `1j 2 — %i p.m. Requester: Phone NO: • .n. 44.- rJZS . • ZD Approved per applicable codes. LJ Corrections required prior to approval. _• COMMENTS: Date: RE - PCTION E REQUIR . Prior t • next ins-- eet of n. fee. mtift.be . �� P 0: p -id .t 6300 Southcenter:Blvd.. ite•10' Call.to schedule reinspection. .05 rPCE"1.7•:1ieFF. waxy dr*.:;Zaseg ii. + a No•sibacciErnxtri: •'• ' :-mac • INSPECTION RECORD . Retain a copy vii:th permit INSPECTION NO.. ; .• • • CITY O'F: TU'KWI'LA. BUILDING DI. 6300 Soutenter Blvd.;`#1:U0,-TukWiIa.. WA 98188 • •11 •Permit Inspection. Request Line (206) 431-2451 . Am • PERMIT NO;,' hc • (206):1131=3679 Pr ect: er !Noe ofslnsPettion: Address:. ,�'r Date Ited:Te Special Instructions: • . - . 011.- VI 69 ..---d 41 , Date Wanted: ,. • A :m. Requester: • _ Phone No: • .El Approved per applicable codes. ElCorrections required prior to approval. • COMMENTS: ?Art • r Insp ctor: REINSPECTION FEE REQUIRES? Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Stte 100. Catl•to schedule.reinspection. Date: 12.-1 ( IN SP_ECf1ON'RECOR:D`: Retain• acopy with permit INSPECTION NO. . . PERMIT NO CITY OF TUKWEa.BUILDING DIVISION 6300 Southcenter Blvd:0100, Tukwila. WA 98188 4 (206) 431-3670=' Permit Inspection Request Line•'(206) 431•-2451 • . ' Pr ject:Y,• , , j • Lae _,0P• t t ype Of Inspection: .see" �1 e . Address: ress: t C73 os 6 mitt& II Ala Dat Called: 61--"& Special Instructions: . Date Wanted: Requester: -- Phone o(0 - ) 1-333'7 333'7 • a Approved per applicable codes. Corrections required prior to approval. COMMENTS: rAtt e 4:11 ar." OA PS E` ti n ,ec or: Date: / !A O INSPECTION FEE "'E9IJRED.• Prior to next inspection. fee must be • . id at 6300 Southcenter Blvd.. Suite 100. Call to sihedute reinspection. • " INSPECTION NO. INSPECTION RECORD Retain a copy with permit • • T•: '•PERMIT NO. CITY OF TUKWILA- BUILDING DIVISION . • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 - (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: • _ 1 2/5c2//9-1 e /F2 T_ Type of Inspection: ar: -- - c-5-:,' x/04 tetatarg Address: 9365 , - MAIOdp A/iq/ Date Called: Special Instructions: . ,: Date Wanted: . aa..m-� Requester: .a Phone No: .204- 5-2.333-`7 33"x► CIApproved per applicable codes. Corrections required prior to approval:. COMMENTS: - • s /wog/5 _ it/�5 joo+'-bdR4, ., 2erl i o+� / eJ t Date: SPECTION FEE REQUIRED. Prior to next inspection. fee must be id at 6300-Southcenter Bivd..°Suite 100. Call to schedule reinspection. L. f INSPECTION RECORD' Retain a copy with permit tultaw- INSPECTION NO. • ' PERMIT NO. • CITY:OF.TUKINILA BUILDING DIVISION •• . .6306 Southcenter 131‘.4:L, #100, Tukwila. WA 98188.. ,A (206) 431-3670' Permit Inspection Request Line (206) 431-2451 Project. • e.-. Stb.trttAL Type .4 Inspe oi4 t4,•.'„t..e oftimota: Address. _ClAittS O. W44444/ Date Called: • —..... Special.Instructions: • .5 Date Wasred:../ _ ill /el JO • . ..... pm. i Requester: •–.., Phone No: Approved per applicable codes. Corrections required prior -to approval. COMMENTS: 1 Date: 1 - SPECTION FEE REQUIRED Prior to ext inspection. fee must be at 6300 Southcenter uite 10 . Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT, NO. • CITY OF TUKWILA BUILDING DIVISI9N 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2 6) 431-3670 Permit Inspection Request Line (206) 431-2451 1 D10-2-ZO Project:ct/ /+ {`}I �,Q rely ��` Inspection: Type of r) J.: J til Addfess: R EM LOS Date Called: Lt 11-1 l tl Special Instructions: Date Wanted: 11125 in a.r . •m. Requester: Vr e. ~'C Phone No: Approved per applicable codes. III COMMENTS: EiCorrections required prior to approval. FIna.iet4 Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • MAYES TESTING ENGINEERS, INC. April 20, 2011 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attention: Building Official Re: Museum of Flight Space Shuttle Gallery Final Letter 9404 East Marginal Way South Permit No. D10-220 Tukwila, WA (Foundation) Project No. L10386 Gentlemen, Seale Office 20225CedarVaieyRoad Suite 110 Lyrrmcod, WA 98026 0425.7429330 x425.745.1737 Tacoma office 10029 S. TammaVVay Si E2 Tax:ma,A498499 ph 253.584.3720 tax 253.584.3707 Pottla►dOilioe 7911 NE 33rd Once Site 190 Portland, OR 97211 ph 503.281.7515 x503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Fabrication and Erection of Steel Piles • Reinforced Concrete To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425/742-9360. Sincerely, Mayes Testing Engineers, Inc. r .41 Timothy G. Beckerle, P.E. Branch Manager MAGNUSSON KLEMENCIC ASSOCIATES Greg S. Briggs, P.E., S.E. Principal April 22, 2011 City of Tukwila Building Department 6200 Southcenter Boulevard Tukwila, Washington 98188 Subject: Space Shuttle Gallery Museum of Flight Tukwila, Washington Re: Foundation Permit - Final Structural Observation Fla-'^` d Dear Building Official: Magnusson Klemencic Associates (MKA), structural engineers for the new Museum of Flight Space Shuttle Gallery, have observed the progress of construction of the structure that is part of the foundation permit which includes the steel driven piles and the concrete pile caps and grade beams. We have answered the contractor's requests for information, reviewed the shop drawings, and performed periodic site observations at intervals appropriate to the stages of construction of the structure. On-site inspections and required special inspections were performed by an independent testing agency employed by the owner. To the best of our knowledge and information with reliance on the testing agency reports, the construction for the scope of work associated with the foundation permit generally conformed to the approved plans and specifications. Deficiencies noted by the owner's testing agency were reviewed by MICA, and, when necessary, corrections to the construction were made and reinspected. Please call if you have any questions or require further information. Sincerely, Magnusson Klemencic Associates, Inc. Greg . Brigge gbriggs@mka.com GSB/dah L:\MusFlightSpace\corresp\City_FndPermit_FinalStrucObservation_201 1-04-22_Itr.doc Structural + Civil Engineers 1301 Filth Avenue. Suite 3200 Seattle, Washington 98101-2699 F. 206 292 1200 F: 206 292 1201 www.mko.com II/AYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. D10-220 Bldg Dept. City of Tukwila Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Sellen Construction Company, Inc. Record No. 021 Date 12/9/10 Weather (indoors) Inspection Welding (ultrasonic testing) Sample(s) N/A Seal* office 20225 Cedar Valley Road Site 110 Lyrrmwod, WA 98036 ph 425.7429360 x425.745.1737 Tacoma office 10029 S. Tacoma Way Site E-2 Tacoma, WA 98459 ph 253.584.3720 x 253.584.3707 PordandOlhoe 7911 NE 33rd Drive Siite 190 Portland, OR 97211 ph 503281.7515 x 503281.7579 At B&B fabrication shop for ultrasonic testing of complete penetration welds in accordance with AWS D1.1-06 specifications. Inspected welding on top and bottom flange plates ofC5001 and C5008. Base plate welds were tested on F1001, F1003 (2) and F1005. Part 2007 was also tested. See Ultrasonic Examination Report for details (attached). To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Mark Vassallo Reviewed Bv: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 Specification: AWS D1.1-06 UT Equipment: Model: USN -50L Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Serial No.: 00P8H0 Page 1 of 2 Ultrasonic Examination Report Project No.: L10386 Date: 12/9/10 Project: Museum of Flight Space Shuttle Gallery Weld Process: ❑ SMAW ® FCAW ❑ GMAW ❑ SAW Transducer: Method: Freq.: 2.25 MHz ❑ Long ® Shear ® IIW ❑ DSC Calibration Block: Size: 5/8 x 5/8 ❑ Other ❑ Other .Location Weld Indication Number Transducer. Angle • Indication 03 Level !{ Reference v s :i Level o Attenuation g Q' Level (7;a ;? Indication 31 Rating Sound ,' Path Discontinuity' Length Depth Distance X Y m a _ Reject I ` , 'Remarks C5001 TF 70 58 X Plate Splice C5001 BF 70 58 X Plate Splice C5008 TF 70 58 X Plate Splice C5008 BF 70 58 X Plate Splice F001 P116 70 58 X F001 P116 70 58 X F001 P120 70 58 X F001 P120 70 58 X F001 P300 70 58 X F003 P116 70 58 X F003 P116 70 58 X F003 P120 70 58 X F003 P120 70 58 X F003 P300 70 58 X F003 P116 70 58 X F003 P116 70 58 X F003 P120 70 58 X F003 P120 70 58 X Inspector: Mark Vassallo Level: II MTE 1521-2C, Rev 0, 7/2/07 MAYES TESTING ENGINEERS, INC N 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Ph 253.584.3720 Tacoma, WA 98499 Fax 253.584.3707 7911 NE 33rd Drive, Suite 190 Ph 503.281.7515 Portland, OR 97211 Fax 503.281.7579 Specification: AWS D1.1-06 UT Equipment: Model: USN -50L Serial No: 00P8H0 Page 2 of 2 Ultrasonic Examination Report Project No.: L10386 Date: 12/9/10 Project: Museum of Flight Space Shuttle Gallery Weld Process: ❑ SMAW ® FCAW ❑ GMAW D SAW Transducer: Method: Calibration Block: Freq.: 2.25 MHz ❑ Long ® Shear ® IIW ❑ DSC Size: 5/8 x 5/8 ❑ Other ❑ Other •:x�j �i �✓Ir,�f .3rt1 •Location v wr i� }1�'YN j,yI�✓E •t hltl 1 : r,f t'i k ,�• r `F uP _! lL�,n WNd, •+Weld r _� C • • �_ Transducer Angle Indication / Level : \ f reti\e : O$FeedA\ A n a on . Level + T \���\�� I $c ton <Rt h i t _- , :'-� k' <t �� :.. Sound Path ,�...,•-.....,..;., Discontinui + _ Length tY n .��.4 tJ4 .,:ti Depth c t itr �(6 h Distance .. X •C�K E t. :: ,Y [ ,+ 7 �P±\vim . Reject \ d /& ! < 5 f t .;t Remarks n� a •LE �Fl23 At'! t 'h • ` ; , a" . b .' - • c .:' d F003 P300 70 58 X F1005 1 70 58 X Splice 1 F1005 2 70 58 X Splice 2 F2007 P616 70 58 X Inspector: Mark Vassallo Level: II MTE 1521-2C. Rev 0, 7/2107 MAYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. D10-220 Bldg Dept. City of Tukwila Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Sellen Construction Company, Inc. Record No. 022 Date 12/9/10 Weather (covered area) Inspection Structural steel Sample(s) N/A Seattle 20225 CedarValey Road axle 110 Lyrrnvood, WA 98036 ph 425.7429360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Site E-2 Tacoma. WA98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive sure 190 Portland, OR 97211 ph 503281.7515 fax 503281.7579 Looked at fit -up and weld joint preparations for tubular partial joint details as shown in figure 3.5 of AWS D1.1 code and brace intersection detail #9 by MKA dated 9/24/2010. Prior to welding with B&B Fabricator QC rep- Ron Johnsen present, the transitional tangent at weld point angle pass the toe needs to be opened up by grinding to improve effective throat and this was corrected. Mock-up welding was done today by B&B Fabricator WABO-certified welders- Casey R. Hill and Mano A. Anaya. Welding was observed by this inspector to be done in all positions (copies of their WABO certs attached). Two weld coupons representing both vertical and overhead position welds each welder were marked for identification, and delivered by this inspector to Mayes Testing Engineers' laboratory late afternoon for evaluation. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 Washington Association of Building Officials LLD 3e(a P, 0. Box 7310, Olympia, WA 98507 aa - 888 -664-9515 • www.wabo.org Certified Welder Card MAR I O A ANAYA 200 107TH ST SW EVERETT WA 98204 1,Wlelder .ID Number W12198 Expires; JCJLt2011 Renew on or before expiration date The welder named on this card is certified for theofoliowtng: Aw« Nt tP° • „„ `�`2{1A �$". r y' iii f.'{fi? �� _ = . r' {�yYir �fF �Q t d:Cat�+1 `tt% =s�€+� A f 0 t'- �ii f am,. > 1 44Y qt t ��9 t 1 1 Q 1 7 1 ' �} �= i! 1 t Kik i-,{ Cl•'� 1 « 3%^1 n.�'Sj r $ ;Y+ ' '• }k rr , ." ES. ,' A' '/vl.. �t~±+�" rA d,: F.4.1.1 �f., 42.A(': a':1''`t�'`"�t f fit. `� " - (� 1 t.2 ►zt vm. t - k .!' ' i.,s-^rot' ' :Aih, - « �i Yx.; M 1a.,.'f iJ:._W__..�i, WABO welder certified proses qualificatPans are outlined in WABO Standard 27-13 & in accoi ence with ANSVAWS DIA' :01.3 01.4 • THIS CAR® IS THE PROPERTY OF d..ViVE0 I. 103 f -Le C Washington Association of Building Officials P. 0. Box 7310, Olympia, WA 98507 888-664-9515 • www.wabo.org Certified Welder Card CASEY R HILL 806 E 5TH ST ARLINGTON WA 98223 W12199 xpires• - JUL 1. 2Q10 Renew on or before expiration date The welder named on this card is ceded for the following: WABO welder certified process qualifications are outlined in WABO Standard 27-13 •& in accordance with ANSUAWS D1.1, D1.3, 01.4 !S CARD. IS THE PROPERTY OF WABO MAYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. D10-220 Bldg Dept. City of Tukwila Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Sellen Construction Company, Inc. Record No. 020 Date 12/8/10 Weather Inspection Structural steel fabrication Sample(s) (4) weld test coupons SeattleOffice 20225 Cedar Valley Road Slide 110 Lynnwood, WA98036 ph 425.7429360 fax 425.745.1737 racoma Office 10029 S. Taoomaway Suite E-2 Taoana, WA 98499 ph 253.584.3rz0 fax 253.584.3707 PottrandOMoe 7911 NE 33rd Drive Site 190 Poland, OR 97211 ph 503281.7515 fax 503281.7579 A mockup meeting was conducted this morning at B & B Fabricators in Arlington, WA between Mayes Testing Engineers- Mike Mayes and Todd Wirtz and with their QC representative- Ron Johnson. We discussed fit -up and weld joint preparations for the tubular partial joint details as shown in figure 3.5 of AWS D1.1 code and attached brace intersection detail #9 by MKA dated 9/24/2010. Prior to welding the following were observed, discussed, and corrected: 1. Transitional tangent at weld point needs to be 45 degrees minimum and this was corrected by further grinding method. 2. At the obtuse angle prep to 90 -degree angle to improve effective throat. 3. At the heel weld make the weld size 5/8" minimum for 1.5 times base metal thickness (3/8") per figure 3.5 of AWS D1.1 code. An offset mark was made to confirm weld size. Mockup welding was done by B &B Fabricator WABO certified welder- Dennis Howard using FCAW process in all positions. Welding was observed by this inspector to be done in all positions. Four weld coupons representing overhead, vertical, flat, and horizontal were marked for identification. The weld coupons were delivered to our Mayes Testing lab late afternoon for evaluation. Per discussion with Mike Mayes and Ron Johnson, mockup test weld coupons in both the overhead and vertical positions for subsequent B &B Fabricator welders are forthcoming to be witnessed by Mayes Testing Engineers. Preliminary Inspection Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 tL BRACE i , \ /; ;i PJP ES\ i OF BM} \ TYP (1431-\ 5\\\ �\ ,,, \ ; 4 MAX TYP 5/16 FILL AS READ TO MATCH OUTSIDE DIA OF BM, GRIND SMOOTH TO MATCH BM - - NOTES: P -0P 1 YP 5/16 PL34, SEE NOTES 1 & 2, TYP - --CL BM BM, SLOT AS READ FOR PL 5/4 TYP 1. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. 2. ORIENT PLATE 90° TO THE GLASS PLANE. 34" DETAIL 9 QRST ELEV 1317 -ACE, IRTF.SSECTtot{ BI{K (M)) , q/v{1/,o MAYES TESTING ENGINEERS, INC. .; VAA, t�asrs ttr� Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. D1Q-220 Bldg Dept. City of Tukwila Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Sellen Construction Company, Inc. Record No. 018 Date 12/7/10 Weather Cloudy Inspection Reinforced concrete, structural steel, project management Sample(s) None Seattle Orme 20225 Cedar Vaky Road Sate 110 Lynr ocd, WA98036 ph 425.7429360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Sate E-2 Tacoma WA98499 ph 253.584.3720 fax 253.584.3707 PbrtlandOlfce 7911 NE 33rd Drive Sate 190 Portland, OR 97211 ph 503281.7515 fax 503281.7579 Verified Stoneway concrete mix #330174 to be reviewed and approved for usage at the pile caps by MKA- Benjamin Klingstein as part of Sellen Construction submittal #8.1-033000-001. Verified pile cap reinforcing steel placements per detail 7/S-401 and per approved RFI #09 for PC4's at both B-1 and at B-2. Verified both #5 and #9 vertical column plinth dowels and #4 grade beam verticaltil-cap bars to be installed per structural drawings, after grade beam U -cap bars corrected to 8 inches on center at B-1 locations. Verified column anchor rods for number, diameter, type, embedment and projection per brace frame detail S3.06 at both B-1 and at B-2. Verified lower bearing plate per 2/S3.06 and sequencing of plate washer, nuts and bearing plate per MKA telecon yesterday. Walked the jobsite with Sellen Construction superintendent, and MKA- Benjamin Kligenstein to make a final look at PC4 pile cap reinforcing steel placements and anchor rods. The #9 vertical plinth bars will need to be turned to ease structural steel placement. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. 010-220 Bldg Dept. City of Tukwila Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Sellen Construction Company, Inc. Record No. 019 Date 12/8/10 Weather Sunny Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders Seattle Office 20225 CedarVaEey Road Slee 110 Lynnwood, WA 98036 ph 425.7429360 fa(425.745.1737 Tacoma Office 10029 S. Tacana Way Site E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Po►narKdofce 7911 NE 33rd Drive &te190 Portland, OR 97211 ph 503281.7515 fa 503281.7579 Final inspection of reinforcing steel — all per plan and RFI 9. See below for locations. Observed placement of 39 yards of Stoneway mix 330174. Concrete was placed by truck chute and mechanically consolidated. Concrete was sampled and (4) 4x8" cylinders were caste for testing, 4,000 -psi requirement. Location: PC4 pile caps at B/1 and B/2, placement of concrete to top of pile cap elevation. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Barry Tuttle Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. 010-220 Bldg Dept. City of Tukwila Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Sellen Construction Company, Inc. Record No. 014 Date 12/2/10 Weather Fog/clearing Inspection Welding (visual) Sample(s) N/A S0tle office 20225 Cedar V ey Road Suite 110 Lyt mood, WA 98036 ph 425.7429360 fax 425.745.1737 Taccvna Office 10029 S. Tacoma Way Suite E-2 Taooma,VVA98499 ph 253.584.3720 fax 253.584.3707 Poem i Office 7911 NE 33rd Dive X190 Portarxi, OR 97211 ph 503281.7515 fa 503281.7579 Visually inspected field welding by Dewitt Construction personnel for the pile cap top plate to pile members PC2, PC2A, PC4, PC4, and GB along grids A, B, 6, and at A.3/1.5. Field welding meets or exceeds approved RFI 6.1 and AWS D1.1 visual acceptance criteria. RFI 6.1 precedes detail 11/S-401, which called for 5/16" fillet welds to be used to connect the pile cap plate to the pile. Because the pile cap plate is the exact same diameter as the piles, a true fillet weld cannot be achieved. Received a copy of the reinforcing steel mill certs (attached) from Addison Construction Supply for the weldable rebar used at the piles. Pile cap spiral ties installation by Dewitt Construction. Notified foreman to correct tie spacing and spiral pitches at random locations. Correction work in progress per contract documents. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 ue -V.J-GV iu VO: l / A1'1 1'1V1 1. C11JV11 'YG JG JU 7I JG L 10 3�b cox Cascade Steel Rolling Mills, Inc.. 3200 NORTH HIGHWAY 99 W McMINNVILLE, OREGON 97128 (503) 472-4181 FAX (503) 434-3739 CERITIFICATE OF COMPLIANCE I certify that all material produced at this location comes from carbon steel and high strength low alloy steels in various products forms such as concrete reinforcing bar, merchant bar, and wire rod. These materials are produced from approximately 95.5% recycled steel scrap and 4.5% additives. The scra.p is derived approximately from 75% post consumer and 25% from post industrial sources. CERTIFIED BY: Tem, May CSRM OUALITYASSURANCE MANAGER TOM MURPHY, Q A.M. 3200 NORTH HIGHWAY 99 W McMINNVILLE, OREGON 97128 • (503) 472-4181 • Fox (503) 434-5739 ' 1-800-283-2776 Dec -03-2010 08:17 AM Mortenson 4G5G7t�y1JG CASCADE Rolling Mills Inc January 7, 2009 Cascade Steel Rolling Mills, Ino. manufactures carbon steel and high strength low alloy steels in various product forms such as concrete reinforcing bar, merchant bar, and wire rod. These materials are produced from 95.5% recycled steel scrap and 4.5% additives. The scrap is derived exclusively from post consumer sources. The primary sources for our scrap are Located in Portland and Eugene, OR, Tacoma, WA, Fresno and Sacramento C:A. /Q% of the scrap we use • is secured from locations within 500 miles of McMinnville, OR, The steel producte aro manufactured by melting in an electric arc furnace, continuous -casting into billets, and hot -rolling to finished size. All of the above manufacturing processes aro performed at our plant in McMinnville, OR. 7 (vtit-fry Thomas E. Murphy quality Control Manager Cascade Stool Rolling Mills, Inc. 800 283 2778 x 3337 LCA.-VJ-LV I V VV IV fli'1 1'ivi 1c 1104..0!1 -1 La /IJV CASCI WE STEEL • Rolling Mills Inc. CERTIFICATE OF COMPLIANCE As indicated on the Mill Test Reports, I certify that all the manufacturing processes of Cascade Steel Polling Mills, Inc. occurred in the United States of America. 1 Our reinforcing steel conforms to ASTM A615M-08b, Grade 40, 60, or 75 or ASTM A706M-08a as indicated on test reports. The steel shipped is in fact composed of the heats indicated on the Mill Test Report and is represented by results obtained on heat samples tested in accordance with ASTM A615M-08b or ASPM A706 -08a specifications for sampling, chemical analysis, physical testing and measuring. The average spacing and height of deformations have been measured and found to be in accordance with the requirements of ASTM A615M-08b or ASTM A706 -08a as indicated on the mill test report. HEMICAL REQUIREMENTS ASTM A615M•0Sb Element Max % Grade 40 60 75 Carbon n/a n/a n/a Mangancso n/a nla nla Phosphorus 0.06 0.06 0.06 Sulfur n/a nla nia Silicon n/a Iva n/a Carbon Equivalent Maximum n/a Na n/a ASTM A706M-06a 0.30 1.50 0.035 0.045 0,50 0.55 1 ENSfLE REQUIREMENTS ASTM AG15M-00b Grade 40 60 76 r ensile Strength, min, psi [MPaj 60000 [4201 90000 (620) 100000 (6901 Yield Strength, min, psi [MPs) 40000 (280) 60000 (420] 75000 [520) Yield Strength, max, (MPs] nia nia nta Elongation In 8 In. [203.2 mm), min 7. Bar Number 3 [10) 11 9 7 Bar Numbers 4, 5 [13, 161 12 9 7 Bar Number 6 [19) 12 9 7 138r Numbers 7, 8 [22, 253 8 7 t3sr Numbers 9, 10, 11 [29, 32, 361 7 6 Bar Numbers 14, 18 [43, 57] 7 6 - -1 - 4 .. ASTM A706M-08a 80000 [660J' 60000 [420) 78000 [540) 14 14 14 12 12 10 .1 Certifications which do not indicated made in America are made from steel purchased outside the Unil.ed States. 2 Tensile Strength shall not be Tess than 1.25 times actual yield Strength. Thomas E. Murphy Director of Quality Ccntrol Cascade Steel Rolling Mills, Inc. • LCC-'VJ'GV LV VO: lO 111'1 1'1Ll 1C11bU11-fGJLJU 7I JG Li x83,6 8)7>ISp CONSTRUCTION 45Pofieftee, FABRICATORS CERTIFICATE OF COMPLIANCE CONTRACTOR: DEWITT CONSTRUCTION JOB NAME: FLIGHT MUSEUM P.O. NUMBER: RELEASE NO: SIZE WEIGHT HEAT NUMBER FILE NO. #3 #4 2,130 272310 CS3760 #5 #6 812 204810 CS3706 #7 1,412 335010 CS3797 #8 1,709 337010 CS3790 TOTAL: 6.063 LBS. The reinforcing steel covered by this certification was manufactured and fabricated in compliance per the CRSI Manual of Standard Practice and per the standard specification of the Washington State Department of Transportation, ASTM A -615-96a/ Grade 60, ASTM A -706/A -706M and ASTM A -767/A -767M. Based on the rolling mills documentation, it is certified that the representative samples of the materials have been tested and the test results conform to the applicable requirements listed above. Materials used for the above referenced project have been provided by Nucor Steel Corp. and/ or Cascade Rolling Mills and are made in the USA. Addison Consruction Supply, Inc. guarantees that the rebar was fabricated according to the plans and specifications, SIGNED: Magon I lanrahan DATE: 12/2/2010 P.O. BOX 9066 TACOMA, WASHINGTON 98490 (253) 474-0711 FAX: (253) 475-7120 • &C..—V.J'GV iU VO 10 All 1'llJ1 1.C1101J11 '-t GJG ...IL, 7IJG • 0 (1 •N1 0z CUSTOMER U 0 coH U3 H CO H a' (00 0 I-1 1D CO 1D Y, t!1 In tU 0 Q 0 1•— U 0 2 0 N 0 1-1 rn 0 La 31;16 Nlf O O or 0 41. n1 0 0 0 0 0 N 0 —r 0 0 .w V •r 7•, a1° 0 (et O rT V1 C- H( HS H UD N U 0 eW ae OW tflu r1 rt 0 0 N fI en en V CERTIFIED BY: 0) i LCI.-kJJ-LV 1V V0:17 111'1 1'1V1 I.C115 411 '7L JLJV 71✓L 0 O IO W 8 12203e00 BILL OF !AL'INU An. • N I MI ON cr 2 0 w 0 ii 3��rerM fL htrt•� Iht�!tyn:�d IL L PI al A 14 N 0 r • r 00 N u� .d 0 O 07eu 0 O a Hu, Pa L•r 0E-1 ON V I I VI MW N fi) S,9) Wx mX 1n vi 0 m m m 09 H N 1-1 0 N LOM WW VW 0 c K a O4 ar A Gar co to O H 2 1r 0 0 V Lc b uY w O Q Q C7 U D G] CCO GL O 2 u rn M two K K to E-- 0 O vel b N N N 000 4" 0 q a 0 fo.1 00 r1 11 O to 0. om N -4 Qw u o 4'- 0' I n 0E r 40 mE * J] q -- ,Y VI N N m 0 07 V N ,1 O '1 N N N M 0 1V N o o r r-1 1 r'l m coot r -1N0101 0000 r1 V' a' m N N N " 4 H el el H o m m m N N N N c Q N 0 m N PO nIDIBPR(S) : / / / C. V✓ C.�V 1 V V V•L+ V 1111 11 V 1 ,C1110vi -1 Lr J(r✓V 11 JL. VC V p CJ 0 • iv N O 1 mills, inc. 0 C�yNLj 1r y 1� Of n •j M. 0 fl d 0 N o a �c a t -t 0 CJ1VI' O< uxy4 zmo - 0 CO H0 -o 0 •N<L t 04 10 1.-1 ui 2a N 0 0 0 0 CO 0 z m • E \ s LO l!1 r0, CO PRODUCT/ GRADE O 2 0 0 V) 1a 0 r- 0 f4 1 4 0 N 0 174 0 N J 2 J a 0 W 0 w CO C N 0 L Ci f_+.. 0 0 N N PO IUI'`3E(S): CERTIFIED BY: L)eC-ui-Gu1V Lr:GU HM mortenson 4GJGJ071JG 0 O fV A / f MAYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. Pending Bldg Dept. Seattle DPD Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Sellen Construction Company, Inc. Record No. 012 Date 11/5/10 Weather Clear Inspection Structural steel- fabrication (visual, ultrasonic testing) Sample(s) N/A Sceffie Office 20225 Cedar VV,Road Suite 110 L im ocd, WA 98036 ph 425.7429360 fax 425.745.1737 Tacoma office 10029 S. Tacoma Way Sate E-2 Tacoma, WA 98499 ph 253.584.3720 fa( 253.584.3707 W►lkimdOffice 7911 NE 33rd Drive Sit 190 Pallarxi, OR 97211 ph 503281.7515 fax 503281.7579 Arrived at the DeWitt Construction yard, Vancouver, WA per request, to provide verification of the welder qualification test records, welding procedures, material certifications and the QA / QC Fabrication plan, in conjunction with Ultrasonic Testing (reduction to 25% per Design Professional) and continuous visual special inspection of the fit -up and in process welding of the 16" X .465" CJP, pile splice welds per details provided. Observation, verification and inspection have shown sound weld practices and the formulation of sound weldment that is in compliance with the print details, contract documents and AWS D1.1-06 on items listed by piece mark below: Pile UT'd: # 56, 55 & 54 Refer to the UT report attached. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Raymond Steele Reviewed By: T � Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 -44 MAYES TESTING ENGINEERS, INC 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Ph 253.584.3720 Tacoma, WA 98499 Fax 253.584.3707 7911 NE 33rd Drive, Suite 190 Ph 503.281.7515 Portland, OR 97211 Fax 503.281.7579 Specification: AWS D1.1 - 06 UT Equipment: Model: USN 50 L Serial No.: 00PJLD Page 1 of 1 Ultrasonic Examination Report Project No.: L10386 Date: 11/05/10 Project: Museum of Flight Space Shuttle Gallery Weld Process: ❑ SMAW ® FCAW ❑ GMAW ❑ SAW Transducer: Method: Freq.: 25 MHz ® Long ® Shear ® IIW ❑ DSC Calibration Block: Size: 3/4" X 3/4" ❑ Other ❑ Other Dec 0 ED. b bels 0 c QJ c 0 wa v c d Sound Path Distance Length Depth Y; 0. 0 u CZ Pile # 55 1 70 46 X COMPLETE Pile # 56 1 70 46 X COMPLETE Pile # 54 1 70 46 X COMPLETE Inspector: RAYMOND L. STEELE Level: II MTE 1521-2C, Rev 0, 7/2/07 (11/03/2010) Jennifer Marshall - L10386_IN%102910.009.pdf 6'16 -11 MAYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. Pending Bldg Dept. Seattle DPD Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contrador Sellen Construction Company, Inc. Record No. 009 Date 10/29/10 Weather Clear Inspection Structural steel- fabrication (welding- visual, ultrasonic testing) Sample(s) N/A sa& arm 2105 cee$ Nottrzy Reed 110 be 4257451737 Taone arse 10]8 STama 1Aby & E2 Tama VA93133 23 be 251E43707 FtitEnd afro 7911 NE3M Drive ak 131 Palad CR97211 1:M33231.7515 be 313231.7579 Arrived at the DeWitt Construction yard, Vancouver, WA per request, to provide verification of the welder qualification test records, welding procedures, material certifications and the QA / QC Fabrication plan, in conjunction with Ultrasonic Testing and continuous visual special inspection of the fit -up and in process welding of the 16" X .465" CJP, pile splice welds per details provided. Observation, verification and inspection have shown sound weld practices and the formulation of sound weldment that is in compliance with the print details, contract documents and AWS D1.1-06 on items listed by piece mark below: Pile fit up: # 33, 34, 35, 36, 37 & 38 Pile completed: # 33, 34, 35, 36, 37 & 38 Refer to the UT report attached. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Raymond Steele Reviewed By: Page 1 of 1 IMO 2-2-0 r1tiu NOV 0 3 2010 cQ PERMIT CENTEq (11/03/2010) Jennifer Marshall - L10386_INS 102810.008.pdf Page 1 MAYES TESTING ENGINEERS, INC. Project No. L10386 Project Museum of Flight Space Shuttle Gallery Address East Marginal Way South, Tukwila, WA Permit No. Pending Bldg Dept. Seattle DPD Owner Seneca Real Estate Group, Inc. Architect SRG Partnership Engineer Magnusson Klemencic Associates Contractor Selien Construction Company, Inc. Record No. 008 Date 10/28/10 Weather Rain Inspection Structural steel- visual, ultrasonic testing Sample(s) N/A Seat arae 2125 Cab' Vie/ Real Sub 110 vw95 p,47574291e3 tac 4E7161737 Tamp Circe 1[023 STavre Vt' Sib E-2 Tama 1Nk93 03 012339343723 fac 231934307 RrCsd arre 7911 NE33d Dime Sie 193 Palati CR97211 01533 1.7515 fac 533281.7519 Arrived at the DeWitt Construction yard, Vancouver, WA per request, to provide verification of the welder qualification test records, welding procedures, material certifications and the QA / QC Fabrication plan, in conjunction with Ultrasonic Testing and continuous visual special inspection of the fit -up and in process welding of the 16" X .465" CJP, pile splice welds per details provided. Observation, verification and inspection have shown sound weld practices and the formulation of sound weldment that is in compliance with the print details, contract documents and AWS D1.1-06 on items listed by piece mark below: Pile fit up: # 27, 28, 29, 30, 31, 32, 33, 34 & 35 Pile completed: # 27, 28, 29, 30, 31 & 32 Refer to the UT report attached. To the best of our knowledge, all items inspecte d today are in conformance with approved plans and specifications. Inspector: Raymond Steele Reviewed By: Page 1 of 1 cm'o "ZIA NOV ryIA 0 31010 MAGNUSSON KLEMENCIC ASSOCIATES Greg S. Briggs, P.E., S.E. Principal April 22, 2011 City of Tukwila Building Department 6200 Southcenter Boulevard Tukwila, Washington 98188 Subject: Space Shuttle Gallery Museum of Flight Tukwila, Washington Re: Foundation Permit - Final Structural Observation Dear Building Official: Magnusson Klemencic Associates (MKA), structural engineers for the new Museum of Flight Space Shuttle Gallery, have observed the progress of construction of the structure that is part of the foundation permit which includes the steel driven piles and the concrete pile caps and grade beams. We have answered the contractor's requests for information, reviewed the shop drawings, and performed periodic site observations at intervals appropriate to the stages of construction of the structure. On-site inspections and required special inspections were performed by an independent testing agency employed by the owner. To the best of our knowledge and information with reliance on the testing agency reports, the construction for the scope of work associated with the foundation permit generally conformed to the approved plans and specifications. Deficiencies noted by the owner's testing agency were reviewed by MKA, and, when necessary, corrections to the construction were made and reinspected. Please call if you have any questions or require further information. Sincerely, Magnusson Klemencic Associates, Inc. i Greg .Brigg gbriggs@mka.com GSB/dah L:\MusFlightSpace\corresp\City_FndPermit_FinalStrucObservation_201 1-04-22_Itr.doc Structural + Civil Engineers 1301 Fihh Avenue, Suite 3200 Seattle, Washington 98101-2699 1: 206 292 1200 F. 206 292 1201 www.mkc.com MAYES TESTING ENGINEERS, INC. April 20, 2011 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attention: Building Official Re: Museum of Flight Space Shuttle Gallery Final Letter 9404 East Marginal Way South Permit No. D10-220 Tukwila, WA (Foundation) Project No. L10386 Gentlemen, Seattle Office 23225 Cedar Valey Road Sute 110 LynnAccd, WA98026 ph 425.7429260 fax 425.745.1737 Tacoma Office 10029 S. Taoanaway Site E-2 Taoana, WA98499 ph 253.584.3720 fscc253.584.3707 Portland Office 7911 NE 33rd Dime Site 190 Pbrtlard, OR 97211 ph 503.281.7515 fax 503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Fabrication and Erection of Steel Piles • Reinforced Concrete To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425/742-9360. Sincerely, Mayes Testing Engineers, Inc. Tw � Timothy G. Beckerle, P.E. Branch Manager GEOENGINEERS,0 Plaza 600 Building 600 Stewart Street, Suite 1700 Seattle, Washington 98101 206.728.2674 April 20, 2011 Museum of Flight c/o SRG Partnership 110 Union Street, Suite 300 Seattle, Washington 98101 Attention: Nathan Messmer Subject: Summary Letter Foundation Pile Installation Museum of Flight Space Shuttle Gallery Tukwila, Washington GEI File No. 8039-008-01 INTRODUCTION This letter presents a summary of our construction observation services during installation of foundation piles at the Museum of Flight (MOF) Space Shuttle Gallery in Tukwila, Washington. Our construction observation services for installation of the piles were completed in general accordance with our revised proposal dated October 27, 2010. GeoEngineers provided geotechnical engineering design services for the project, the results of which are presented in our geotechnical report dated July 20, 2010. Prior to the beginning of the pile driving, minor modifications to the pile program were made to minimize vibrations and the risk of settlement to the adjacent 9-04 building. Specifically, we recommended predrilling to a depth of 50 feet at eight pile locations, and that 4 piles be driven open ended. GeoEngineers provided full-time on-site monitoring of the pile installation. We also provided vibration monitoring at the adjacent 9-04 building during pile installation, and reviewed the results of the dynamic load testing completed as a part of the project. The summary of our observations during pile installation is presented in this letter. A separate letter summarizing our observations for fill placement, subgrade - preparation, and other earthwork related activities will be presented in a separate letter at the completion of the project Museum of Flight April 20. 2011 Page 2 OBSERVATIONS A total of 57 16 -inch -diameter steel pipe piles were installed at the project between November 16 and December 1, 2010. The piles were installed by DeWitt Construction using a Vulcan 512 air pile hammer that delivers a maximum rated energy of 60,000 foot-pounds per blow. The pile hammer was mounted on a set of fixed leads that were supported by a track -mounted fixed boom crane. The lengths of the piles were initially estimated to be on the order of 95 to 100 feet on the basis of the subsurface conditions encountered at the site and our analyses completed during the design phase of the project. The design axial capacity of the piles was 200 kips. Prior to commencing pile driving, we established the required pile driving criteria (see discussion below) based on completing a WEAP (wave equation analyses of pile foundations) analysis. The actual final pile lengths ranged from about 93 to 104 feet. Pile installations were observed by a representative of our firm. The pile locations and top elevations were surveyed by representatives of Selien Construction. Our field representative kept records of completed pile locations, pile lengths and driving resistance (blow counts). A summary of the installation data for each pile was recorded on Pile Driving Record data sheets and a Field Report was prepared for each day of pile installation operations. Copies of the Field Reports are attached to this summary report. Each field report also has a copy of the pile foundation plan showing the locations of the piles installed that day. Most of the piles were driven closed -ended. However, 4 piles were driven open-ended to reduce vibrations during driving near the 9-04 building. At eight pile locations, the pile alignment was predrilled to a depth of 50 feet to also reduce vibrations. INSTALLATION CRITERIA Prior to driving the piles, we completed a WEAP (wave equation analysis of pile foundations) analysis to establish the pile driving criteria. On the basis of the WEAP analysis, we estimated that the piles should be driven to a final blow count resistance of 15 blows per foot. However, this criteria was later reduced to 8 blows per foot based on the results of the dynamic load test and redrive results. Production pile P30 was subjected to dynamic measurements by Robert Miner Dynamic Testing Inc. on November 17, 2010. The final blow counts during the initial test were about 9 blows per foot. After one hour of set up, the blow counts increased to about 30 blows per foot. At that time, the dynamic results on the basis of one hour of set up indicated that the pile had a ultimate resistance of 340 kips. However, maximum set-up often requires more than 24 hours. Therefore, two additional piles, P28 and P25, which had initial low final blow counts were redriven a week after the initial driving. During redriving, the piles were monitored on the basis of the number of blows per inch of penetration. The results of these tests indicated that significant set up had occurred, with final blow counts on the redriven piles normalized to the equivalent number of blows per foot. The observed redriving resistances ranged from well over 40 to 60 blows per foot. In our opinion and experience, the redrive blow counts accurately demonstrate the capacity of the piles after the soils in the supporting layer are allowed to set-up around the piles. This type of performance is common to piles that are driven into sands and silty sands with only moderate densities, such as are present at this site. GEOENG1NEERSj Foe No. 8039.008.01 Museurh of Flight April 20, 2011 Page 3 SUMMARY It is our opinion that the 57 foundation piles for the Museum of Flight space Shuttle Gallery have been installed in substantial compliance with the project plans and specifications, and in general accordance with our recommendations. On the basis of the observed performance of the piles during installation, and on the results of the dynamic pile load and redriving tests completed at the site, it is our opinion that the foundation piles are capable of supporting the design loads of 200 kips. We trust that this summary letter presents the information that you need at this time. We appreciate the opportunity to provide geotechnical services on this project. Please call if you have any questions regarding the information presented in this letter or if you require additional information. Sincerely, GeoEngineers, Inc. Nancy L. Tochko Senior Engineer NLT:CSV Attachments: Field Reports 1 through 9 Bo McFadden, PE, LEG Principal Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document Is stored by GeoEngineers, Inc. and will serve as the official document of record. Copyright© 2011 by GeoEngineers, Inc. All rights reserved. GEOENGINEERS� File No 8039-008-01 GEOENGINEERSZ Plaza 600 Building 600 Stewart Street, Suite 1700 Seattle, Washington 98101 206.728.2674 April 20, 2011 Museum of Flight c/o SRG Partnership 110 Union Street, Suite 300 Seattle, Washington 98101 Attention: Nathan Messmer Subject: Summary Letter Foundation Pile Installation Museum of Flight Space Shuttle Gallery Tukwila, Washington GEI File No. 8039-008-01 Di 0 --gall INTRODUCTION This letter presents a summary of our construction observation services during installation of foundation piles at the Museum of Flight (MOF) Space Shuttle Gallery in Tukwila, Washington. Our construction observation services for installation of the piles were completed in general accordance with our revised proposal dated October 27, 2010. GeoEngineers provided geotechnical engineering design services for the project, the results of which are presented in our geotechnical report dated July 20, 2010. Prior to the beginning of the pile driving, minor modifications to the pile program were made to minimize vibrations and the risk of settlement to the adjacent 9-04 building. Specifically, we recommended predrilling to a depth of 50 feet at eight pile locations, and that 4 piles be driven open ended. GeoEngineers provided full-time on-site monitoring of the pile installation. We also provided vibration monitoring at the adjacent 9-04 building during pile installation, and reviewed the results of the dynamic load testing completed as a part of the project. The summary of our observations during pile installation is presented in this letter. A separate letter summarizing our observations for fill placement, subgrade preparation, and other earthwork related activities will be presented in a separate letter at the completion of the project. YEARS Zo,o Museum of Flight , April 20, 2011 Page 2 OBSERVATIONS A total of 57 16 -inch -diameter steel pipe piles were installed at the project between November 16 and December 1, 2010. The piles were installed by DeWitt Construction using a Vulcan 512 air pile hammer that delivers a maximum rated energy of 60,000 foot-pounds per blow. The pile hammer was mounted on a set of fixed leads that were supported by a track -mounted fixed boom crane. The lengths of the piles were initially estimated to be on the order of 95 to 100 feet on the basis of the subsurface conditions encountered at the site and our analyses completed during the design phase of the project. The design axial capacity of the piles was 200 kips. Prior to commencing pile driving, we established the required pile driving criteria (see discussion below) based on completing a WEAP (wave equation analyses of pile foundations) analysis. The actual final pile lengths ranged from about 93 to 104 feet. Pile installations were observed by a representative of our firm. The pile locations and top elevations were surveyed by representatives of Selien Construction. Our field representative kept records of completed pile locations, pile lengths and driving resistance (blow counts). A summary of the installation data for each pile was recorded on Pile Driving Record data sheets and a Field Report was prepared for each day of pile installation operations. Copies of the Field Reports are attached to this summary report. Each field report also has a copy of the pile foundation plan showing the locations of the piles installed that day. Most of the piles were driven closed -ended. However, 4 piles were driven open-ended to reduce vibrations during driving near the 9-04 building. At eight pile locations, the pile alignment was predrilled to a depth of 50 feet to also reduce vibrations. INSTALLATION CRITERIA Prior to driving the piles, we completed a WEAP (wave equation analysis of pile foundations) analysis to establish the pile driving criteria. On the basis of the WEAP analysis, we estimated that the piles should be driven to a final blow count resistance of 15 blows per foot. However, this criteria was later reduced to 8 blows per foot based on the results of the dynamic load test and redrive results. Production pile P30 was subjected to dynamic measurements by Robert Miner Dynamic Testing Inc. on November 17, 2010. The final blow counts during the initial test were about 9 blows per foot. After one hour of set up, the blow counts increased to about 30 blows per foot. At that time, the dynamic results on the basis of one hour of set up indicated that the pile had a ultimate resistance of 340 kips. However, maximum set-up often requires more than 24 hours. Therefore, two additional piles, P28 and P25, which had initial low final blow counts were redriven a week after the initial driving. During redriving, the piles were monitored on the basis of the number of blows per inch of penetration. The results of these tests indicated that significant set up had occurred, with final blow counts on the redriven piles normalized to the equivalent number of blows per foot. The observed redriving resistances ranged from well over 40 to 60 blows per foot. In our opinion and experience, the redrive blow counts accurately demonstrate the capacity of the piles after the soils in the supporting layer are allowed to set-up around the piles. This type of performance is common to piles that are driven into sands and silty sands with only moderate densities, such as are present at this site. File Na, 8039-008-01 GEOENGINEERS.g Museum of Flight : April 20, 2011 Page 3 SUMMARY It is our opinion that the 57 foundation piles for the Museum of Flight space Shuttle Gallery have been installed in substantial compliance with the project plans and specifications, and in general accordance with our recommendations. On the basis of the observed performance of the piles during installation, and on the results of the dynamic pile load and redriving tests completed at the site, it is our opinion that the foundation piles are capable of supporting the design loads of 200 kips. We trust that this summary letter presents the information that you need at this time. We appreciate the opportunity to provide geotechnical services on this project. Please call if you have any questions regarding the information presented in this letter or if you require additional information. Sincerely, GeoEngineers, Inc. Nancy L. Tochko Senior Engineer NLT:CSV Attachments: Field Reports 1 through 9 Bo McFadden, PE, LEG Principal Disclaimer. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Copyright@ 2011 by GeoEngineers, Inc. All rights reserved. file No. 8039-008-01 GEOENGINEERQ GGEOENGINEER1.0 8410154'" AVENUE NE 'REDMOND, WA 98052 (425) 861-6000 FIELD REPORT File Number. 8039-00$-01 Protect: Museum of Flight -Space Shuttle Gallery Date: 11/15/10 (Mon.) Owner Museum of Flight Time of Arrival: 10:30 Report Number. FR -1 Prepared by. Ryan B. Maw Location: Tukwila, WA lime of Departure: 11:30 Page: 1 of 2 purposeof visit: Construction Observation Weather: Cloudy with showers, •-50 ° F Travel Tittle: 11 hr Permit Number: Upon ardval to tha site 1 assessed personal safety hazards ) Yes or 31 Referred to -Site Safety Pian and Safety Tailgate ti applicable Safety Hazards Were Addressed by : 0 Performing teal box safely meeting 0 Other (desalbe3 We visited the•site to observe the ptedrilling of piles near the 9-04 building as Museum of Right Space Shuttle Gallery near East Marginal way in Tukwila, (Sellen Construction) and Jeff Sjoren (Dewitt). The following is a summary Summary of Today's Activities 10:30: At the request of Jeff Patterson, 1 arrived on-site to observe, predrilling and Jeff Sjoren to discuss the anticipated staging, any required safety driving piles. 11:30: After confirming, that the drilling and driving activities would be delayed Museum of Flight -Space Shuttle Gallery; Pile Foundation Construction We understand that the pile foundation contractor will begin predrilling and driving the piles for foundation construction tomorrow at roughly 10:00. We anticipate being on-site at this time to observe predrilling activities and setup vibration monitoring equipment. well as the driving of piles for the building foundation for Washington. While On site, we met with Jeff Patterson of today's observations. and driving of piles. While on-site f met t*ith Jeff Patterson orientation, construction, and progress for predrilling until tomorrow 1 left the site. the and •.- ._• 7'.1vit;:.... ., • ' y ` Q.,.::... • ? A as a� ° ° a �... y sixty k' �t {, 51 T {i�pF `Y E t fk� f "' "^ v ! 't. Y.• . 'M . 'Y .Sit: " g ��*A' hinf'�?�'�`�1�'bt'^s TE&���. 42.��¢X !�'Nj^•iR`gy.St'- �' �k �.' i Eignrd L. View orclima Construction andstigi,►n X THIS FIELD REPORT IS PRELIMINARY A preliminary report 'is provided so y as evidence that field observation was performed, ObserVatioits enrftor conclustcna andlar^racammendalions conveyed In the final fatten may vary from herd afoul take preced'enceover those Indicated to a preliminary report. FIELD REPRESENTA IVE DATE tt.I is/20ID f X THIS FIELD REPORT IS FINAL A falai report b eh Instrument •of•prote3Nofal smiles.' My conclusions 'dre fs n this' report should be d ews/HO with and ovaluated by the professional InvotVed; 'REVIEWED BY DATE )/ � ////8/24,0 Thls report presents opinions rormed as a result of °Ur observation 3f. activ;ttes relating to ow'sei'irices only. We ration die tontnictor b.00t2pty with dietitians and.specalcallon throughout the duration el theft/Math itsespe tive di the presence el our representative. Our worts does not•Include supervialon.or direction of tte.wodc at othhere.. Our airs w!U notba responsible for job or sae safety of .others on this project DISCtAtMEfi: Any.etectrontc forst, febslrnlie bi hard raspy al the itdglnai document (emelt, text table and/or tigure),31 proWded, and any attachments are only a copy of the original document The original document !s Zto cit by De0Engineers. Inc: and will serve astiteoffload document of record. Attachments: Pile Driving Site Plan Distribution: File .k4 0 GEOENGINEERS 8410154T"AvENUENE REDNIOND, WA 98052 (425).861-6000 FIELD REPORT Fits Number. 8039-008-01 Pro)wt: Museum Of Flight -Space Shuttle Gallery. nate: 11116/10 (Tues.) Owner: Museum of Flight •I,...61 ArePral: 10:20 Noon Weber! FR -2 Prepared by: • Ryan B. Maw Locution: Tukwila, WA TimeolDepanure: 16:00 Pogo 1 of 3 Purpose of visit: 'Construction Observation *Weather: Cloudy, •-•=50 ° F Trave&Timms • 11/4 hr • Permit Number. 'Upon arrival to the site ',assessed pentane] safety hazards ® Yes or CI Referred to Slto Safety Plan and Safety Tailgate if applicable Safety Hazards Ware Addressed by : D Pertormirg toottos safety meeting gtOtttar tdescAber 'We visited the Witt). observe the predrilling Museum of Flight Space Shuttle Gallery (Selden Constructian). Clark (Museum' or Observations. Summary of Today's Activities 10:20: At the•request of Jeff Patterson, I continuous auger attached to a crane 11:37: Pile contractor (Dewitt) began predrilling 12:30: Dewitt took.a lunch break. 13:00: 16 -inch outside diameter pipe piles 13:35: Unloading complete and the pile 13:40: Dewitt continued predrilling piles, 14:05.: Additional piles arrived on-site; piles 15:35: Performed sheen test on cuttings from I5:45: Collected vibration monitoring equipment 16:00: I left the site. The pile predrilling activities were performed inch diameter continuous flight auger• 'hydraulic crawler crane (0(000), A Hydraulic attached to tie lop motor Ott the, top .of compressor was mounted on the'back .of unloaded and staged piles using a Cary -Li'l Museum of'light-Space Shuttle Gallery: -Construction Thepile contraetbr setu and then staged`, p.the the survey hub. for each pile location. 'auger plumbness and location relative to slowly advanced the auger Co roughly 50 -surface. Severdl of the plies -were located areas. of piles near the building' as welt as the -driving of piles for the -building foundation For the near East Marginal way in Tukwila, Washington. While on site, we met with Jeff .Patterson Flight), Stuart (Dewitt), and Jeff Sjoren (Dewitt). The following is a summary of today's arrived on-site; to observe predrilling and driving of piles. 1 observed the contractor setting up a and 1 sciup up the vibration monitoring equipment. piles. were delivered on-site by Truck and were unloaded and staged. contractor leveled crane for drilling. were unloaded and staged. drilling on Pile P41 and P46. (Biastmtlte). using an approximately .16- attached to• a track -mounted PowerPac (7-110) was .the auger stem and inn air the crane. The contractor loader (12.104). Pile Foundation eontintSus flight auger near The pile buck visually -verified • the hub. The contractor then • -feet below the existing -ground in previously excavatedtpile cap • .-•--Ynvr.„ jr.. .;:; �; s " Figure 1: Ytew ; _ r ,• a ! 5' 'a'r rt .z;t�t t r . ,.-;, ? # c.{ r K ti .4. 0 , -. yt ] „. (1 :jam • . �'°� bfcrane c nstruciion;an staging.. X. THIS:FIEL:D REPORT IS PRELIMINARY • A p oLrninery rapers is provided Mg*as evidence that Oe1d '�niatton wag. perfermad. Observations andlor conclusions ardor recommendations conveyed in the tined report may Vary from and shall here precedence over Umseinditated In a picart 'nary report. FIELD REPRESENTATIVE • . It DATE I � ID X THIS FIELD REPORT !SPINAL A ated rsporl Is en instiumant of professional serVIca Any conddsl'ons drawn horn. itis• report. should tie dist ussed w th and evaluated by the profession* Involved. R IEWED BY DATE % ', t j tI� MO This moon presents opinions formed es a mutt dour observation or activities dotalaip td our services Only: •We rely on the tb torridly Vith,ihaPiansartd speddcatton throe the duration of Me Crejoct lrrespeativi of the:pregense 'of our rep,eaentative, • Our.pwds'does not.lndude:supervistoii or cirection of theworit.of others. 0* ttrm.vAlt• not heTesponstbla to •toil or site saiely:of othmmelon .this.piciect• Ot$CIAIMEA: Any-electron/0 lora. fecsimitivar hard oepir•of the•originai document (emsiL text.'tabte.'andlbr figure), If:provided.afd'any attadhments are only a•COP/ o) the original document, •TNA orlglnal doCumont.la siaedby Geogngiriecri. Inc. and will serer as 'tie official dotxlment of record. ' •Attachrnehts: Pile•F'oundation Site•Plan • bistribution: Fite. File No. 8039-008-01 FR -2 (November 16, 2010) Page 2 After the auger tip arrived at depth, the auger was then backed slowly out of the hole. The contractor took care to not excessively remove the predrilled material, however, some soil did come up to the surface while predrilling. Based on visual observation of cuttings on the auger. the predrilled material generally consisted of silty sand with varying amounts of silt. The soils were generally consistent withthose anticipated, based on previous geotechnical borings. A total of 8 piles, near the. existing building (9-04), were predrilled as part of the today's activities as shown on the attached site plan. These piles included Pi, P2, P41,•P42, P43, P44, P45, and P46. During the predrilling of piles P41 and P46 (near building 9-04), a petroleum odor And sheen was observed in the cuttings which came up the•the surface or on the auger. A Sample of the suspected petroleum contaminated material was obtained from the cutting piles. A plastic pan was cleaned with distilled water prior to use and between sampling attempts, prior to filling with dittilled water. The suspected contaminated soil was then placed into the plastic pan and visually screened for contaminants. 'Visual screening consisted of observing the soil and water for stains indicative of petroleum -related contamination. Slight to moderate sheens were observed in the weier of the plastic pan. We recommended•to Jeff. Patterson, that the soil cuttings (less than approximately 1 yd3/pile) be returned to the respective shafts and anticipate that as a result they will not be removed from the site. Vibration Monitoring -Prior to Construction and Predrilling We monitored vibrations•from the interior of Building 9-04. The vibration monitoring equipment (geophone) was placed roughly t/ foot from the exterior wall of the building and relative to the piles shown on the attached site plan. We use a histogram sampling technique. during monitoring, that provides the maximum peak particle velocity (PPV) in three orthogonal directions every 15 seconds. The machine samples the vibrations continually but the histogram feature allows us to manage theamount of data produced into maximums per specified time interval. Background measurements of vibrations at the site observed ipridr to foundation construction beginning today typically ranged from 0.005 to 0.020 inches per second. In general, the' results of our monitoiing during predrilling activities indicated that vibrations during drilling were less.thari ; •or roughly equal to 0:025 inches per second. Generally Vibrations less than 0.5 inches/second are considered low risk to buildings. Figure 2: VieW o!•vibration monitoring equipmedtgetup. We understand • that the pilefoundation contractor will begin driving thepiles for foundation•construction tomorrow at roughly 8:00. We anticipate being on-site at this time to observe predrilling activities and settip•vibration monitoring equipment. 0 1 0 GEOENGINEERLO 8410154'44.AvENUENE REDM0ND, WA 98052 (425) 861'-6000 FIELD REPORT. Ft, Number 8039-008-01 Project: Museum of dight-Spate Shuttle Gallery Oak. 11/17/10 (Wed.) Ownm: tvfuseum oT dight Time of Adival; '08;00 Report Number .FR-9 Prbparedby: Ryan B. Maur t.ocalton: Tukwila, WA Time o[t�arlerez 17:45, 'Paw 1 of 4 Purpose erv1SU:. Construction Observation Weather: ' Cloudy with Showers, -50617 Travel Time: 1.tA hr Perim Number: Upon huaval.to the'sits Lassessed paraanal safety hazards: ' f$t ' Yea •or C3 'Warred to SteSafaty- tan arld Sam TallgeteV appltcablo , Safety HazardsWeredkldrosaedby=•C1PeAormlitoo fboxsatetyineeUngOOther,(desUalfa(• ,Vire Visited 'the site in abserve'the driving.bf piles for;the building 'foundation ler the YluSettm•of'Pliiht Space Shuttle tallery pear haat Marginal way in'1`ukwfla, WaShingttn.. While, oitsite, we'Met .ivith.Nancy Tobliko (CegEngineerS), Dan Clan (GeoP,ttgint ), Andrew Banas (Robert Miner Dynatnie Testing), Jeff' Patterson.tSellen Con tru'ctien), Clark Miller (lviuseum oP Flight)', Stuart (Dewitt),:and Ulf Sjoren (Dewitt!; The following is a summay ofttoday's bbservatRtns.. Suntmry of Tod iy°'s Activities 08€0a ALthe requeSt ofJeff' Pattet otiiIerrived on-sittbobs'erve.pile.driving. activities. [ observed the 'ebftrn tor..Staging etiuipmeitt and i tup vibration moniteringeituipment. 08:305 Nlinc Tcichko arrived on-site we visited with•Jeff Peterson: Pile contractor repaired broken.air'line. 09:45: Pile driving ectu actor.(l)ewitt) began+dtiving Ohs,. ,10:50.: • Nancy hroc'hko .off site.. 12:00: Dewitt took a.lunch break and C .downloaded vibration monitoring data and. then moved the equipment Us the second story critic building, 1125; Andtiew B nas arrived onsite 13:30; Setup dynam%•pile. test. 14:00: Drove test pile.(p30). 14120: Unloaded piles and.loiided•auger equipment to be taken:tdf slte., 15:O5: Drove.P30 an additional reltgiily VI fobc- 15:30: Moved equipment to drive Pt and.P2, but etnttactoi•'requested improvements to act:-MS'point. to. P.11 .was driven. 16:00: .Fires PI and P2'were.driven, 17:10: Gompieted'.pile drivingtor.dtiy: 17:45: Waited:'forsecurity 'Walley" lis iti thebuiidingip teltieve the vibration.menitoiirig equiprrterit add ihen'1 letthe site. "Die;pile•driving activities were performed using a Vulcan pile<liammer012) a(taehed toll track-mounted hydraulic•erswler crane (CX900). An air compressor was mounted on the back of the crane.aird' air1ioses ran to the'hamtner. The contactor unloaded laid staged piles using • a Cary-Lift ioader..‘12-104). The piles were toughly tCt•ine1ies outside diameter. and `4%ri4nch thick. `Pite''pilc cushion was a,.coinptisite trtateripl; alternating aluminum and nylon 'Jaye" X TIME FIELD'.REPLRt IS PRELIMINARY • A dr0Bmm8JY won rs' •Froi.1a 4 sole as evidence that fluid obseyvaSon was porlonfUd. • Observations andior andkic rec6mrriefidagone coMrayed In't he mar. tromarid shall take . , , ' ceove7Thoa Indicated in a proliminary report. rePed h�Y N FIELD REPRESENTATIVE DATE ��11 ' �1' i. X THIS FIgLD REPORTIS FIN& . Adihal report is an instruiihpiit,ot:preesslonal service. Any ocrickains•ersem from thm report shotad lieiitsct :tfic! nth and avatoataa by tattittoteitooa t trnalvse REVIEWED BY DATE. r j 41't_tt g 'fhlstepgrt Nasentsteinforie.fnrmed!gsa *$suit o16ui (*similar) 6fM itouviatOjetattog'to ou?seivicei, only; .YVe tulle bn Vie odurectar tiq oomplywttfiaie Gf f s and'sptiatroatfoq•shlatghbut n of *Gallon Mahe Ivo**bth016.'bur fltoi,wdluiot tra rMApbiisi6le tar thedittatlen.ot the.pbject k aapectivoiotahe presence 61.ollr raps r5ia`bve, Ow:Wgr &eseatn! super dis li(tigr site Safety, oft others an bill *Oleo: sta/dal ii:.AnVelactron10 odri, fit4imiovat herd copy OMNI onpinal.dotument (entail, tail, talus, androt nitre),It,provided,.aria >lfty 'h ha hnientsereontys•oopyofthear(ginaldccutnent, fiebrienol documontie*rid by GeoEng(nears, Inc!@ndwill serveasthe offjdardbcumentofrrecord .Attachments: Pile FoundatiorY Site Plan •Dist`ri'bution: File File No. 8039-008-01 FR -3 (November 17, 2010) Page 2 Pile Installation The, pile contractor setup and then staged the pile driving equipment near the survey hub for.eaeh pile location. The pile buck visdally verified pile plumbness and location relative to the hub. The pile buck also occasionally checked plumbness using a hand level, b6th before and during driving. Roughly 1 and 5 foot increments were noted on the piles before lifting vertically. We observed and recorded the blow counts with depths by hand. A total of 9 piles were installed as part of today's activities and a summary of the piles installed today can be found in Table 1 on the following page. Pile P30 was selected by the contractor for dynamic testing. The contractor drove the pile roughly 25 feet and verified plumbness before attaching test equiprrient to the pile. Andrew Bungs observed the pile data during driving and provided approximate capacities based on the Case method and his on-site observations. The blow counts observed previously during end of pile driving approached: Our anticipated blow counts per foot based on previous analysis; indicating capacities greater than 200 kips_ However, during driving at similar elevations at pile P30 the blow counts observed were less than our. initial estimates as well as blow counts observed previously..Initial estimates on capacity from the dynamic testing, nem -the end of driving, indicated values approaching and greater • than allowable design capacities.. Driving was delayed, while a second set of holes were made in the pile to move the dynamic test equipment farther up the pile for additional dynamic testing and the contractor unloaded and moved equipment. The pile was .restruck roughly 45 -minutes after the end of the previous drive. The blow count for roughly 6 -inches was greater than our initial driving capacity criteria. On-site observation of dynamic testing also indicated capacities greater than allowable design. Figure 1: i::quiptnent singing for pike driving at P30. Vibration Monitoring -Pile Installation We monitored vibrations from the interior of Building 9-04 at two locations, in the morning and afternoon. The vibration monitoring equipment (gegphone) was placed roughly V2 foot from the exterior wall of the, building and relative to the piles shown on the attached site plan. We recorded vibrations on the first floor of at location number 1 in the morning. The blastmate was moved up to the second floor in the afternoon after comments from tenants observed that they felt significant vibrations on :the second floor compared to the first floor. We use a histogram sampling technique during monitoring that provides the maximum peak particle velocity (PPV) in three orthogonal directions every 15 seconds. The machine samples the vibrations continually but The histogram feature allows us to manage the amountof• data produced into maximums pet specified time interval. ; _�„%.; , • .� .. Background measurements of vibrations at the site observed prior to pile driving typically ranged from 0,005 to 0.020 inches per second:. In general, -the results of.our monitoring dttring pile driving in the nwrning_(tocation, l-; first floor) were less than roughly 0.080 inches per secorid. The .results of our monitoring during pile driving in the afternoon (location 2 -second floor) were Tess than roughly 0.290 inches per second, which occurred while driving Piles PI and P2. Piles P1 and P2 are located .adjacent to the southeast, corner of building 9-04, Generally, vibration$ less than. 0.5 inches/second are considered low risk of damage for buildings. However, .the vibrations recorded today' are strong enough such that they are probably disturbing to people and.likely shake the building slightly. •Figure.' iewo(vibrattoninoninonngequwpmerit'3ctupiii'the iifteirnoeo on the seeond story floor; We understand that the pile foundation contractor will continue driving the piles- for foundation construction tomorrow at roughly 7:30. We anticipate being -on-site at this time to observe pile installation activities and setup vibration monitoring equipment. File No. 8039-008-01 FR -3 (November 17, 2010) Page 3 'fable 1: Summary of Piles Installed Today Pili• Identification Blow Count (Approximately Final3 to 5 feet) Approximate uTip Elevations (feet Comments P10 16, 14, .15, 7 (t foot) -841 P9 14, 16, 20, 841 foot) -841 P8 14,23, 16, .8 ('di foot) -841 P7 1,5, 17, 20, 19 -85 PI2 14,15, 15,21 -8511 ' P30 8, 7, 7, 9 -88' Dynamic test pile. After roughly a 45 -minute delay the pile was struck again and 15 blows/6-inches was observed. PI 15, 19, 16, 20 -841 P1 14, 13, 14, 14 -86' P2 15;16, 15, 15 -86 Note; 1 -Elevations estimated based on survey hubs/markers in the bottom of the footipg excavation for pile caps. z 0 GEOENGINEER ...0FIELD 8410154THAveNuE NE REDMOND, WA 98052 (425) 861-6000 REPORT Fite,Number. 803-008-01. Project: Museum of Flight -Space Shuttle Gallery Data: 11118/10 (Thurs.) QVifter: Museum Of Flight Time of Arrival: 07:15 t Number: FR -4 -Prepared by: i.oeanon: Time of Depertrre: Page:: Ryan 0, Maw Tukwila, WA 15:50 1 of 4 Purpose of visit Weather: Travel Time: Permit Number: Constructioii'bbservatian Cloudy with Showers, -60 ° F 11/2 hr dlpon arthial to the dice I assetbed perdorinr safety hazards: 0 Yes or Cl Referred to Sita Safety Pian and Safety Tailgate it applicable Safety Hazards Were Addressed'by : 0 Pertorming tool box safetymi@eting.Q Other (describe) A We visited the site to observe. the driving of piles 'for the building foundation of the Museum of -Flight Space. Shuttle Gallery near Bast. Marginal way in Tukwila, Washingtbn. While on Site, -we met. with Jeff Patterson (Sellen•Construction), Troy (Setlen Construction), Jeff Patterson (Sellen Construction), Jeff Patterson .(Sellen Construction), Frank Pontetchio.(Sellen Construction), Clark.ivliller (Museum of 1?Iight)..Stuart (Dewitt).:and Jeff Sjoren (Dewitt). The following is.a summary of• today's observations. Summary of Today's Activities 07:15; At the request of Jeff'Patterson,1 arrived on-site to observe pile driving activities. 1 observed the contractor staging.equipmenn end ,preparing to drive pile P28. 07:28: Pile c)riving contractor (Dewitt) began driving piles. 07:40: 1 setup vibratibn monitoring equipirient on.the secondfloor (Northeast corner of Building 9-64). 10:04: Moved vibration monitoring equipment to the first floor location as pile driving approached that area. 11:00: Pile driving 'contractor untangled crane linefrom boom. 11:34: Crane'repaired continued pile driving activities. 12:00: 'Unloaded truck *ith piles: 12:30:. 'Dewitt crew took a lunch break. f downloaded and reviewed vibration monitoring data. 13:00: Pile driving activities continued.. 15:25: End of pile -driving for day. 1 -walked the piles with Troy marking, which piles needed to wait unlit restrike confirmation •of capacity. 15::50: 1 left the site. The pile driving activities were performed using a •Vulcan pile hammer (512) 4 , l• i Pr ;toil • J nrar �' 1 . �:dr S4 •attached'to a track -mounted hydraulic. crawler crane (CX900): An air compressor r t. �.�';; yo„.. w was mounted on the back of the crane and air hoses ran to the hammer. The rets t�- ; '� .`"r' 1 contractor unloaded and staged piles using a Cary -Litt loader (12-104). The piles ••qy :, ° ' r E;, 'r ` ?ji •'` r v� ► ... were roughly ,I 6-inches.outstide diameter and r4 inch thick. The pile cushion was a i' ,, J+i+ k coinposlte material; alternating aluminum and,nylon layers. , ttiif 2 ya } ti.4 f !` ,Pile Installation 'The pile contractor setup anti then staged the pile driving equipment near the survey hub for each pile• location: The pile buck 'visually- verified 'pile. plumbnesa and Ideation relative, to the hub and used•e,.teinplate.to mark approximate pile loeation. .rigure'G picking pi' its fordriving, •The pile.buck•.atso occasionally.checked.pluiitFibess 4sing a hand level, both bfere X THIS'FIELD,REPORT IS PRELIMINARY ' F(Fl-D'REPRESENTATIVE DATE A ,preliminary report is provided. solely as eVCdence that -field- ogservaiton was pedemmd. Observations and/bt conclusions endfor•recommendation convoyed la the final reportmay vary, • from shall take precedence over these indicated in a preliminary report 40 1 i {/ /i l e _ • �t(' V/1 • X TH1S FIELD REPORT I$ FINAL Ad Ina{ repo t la an instramant'oi professional service. Airy conclusions drawn from dhTs report ftEViEWED BY D/ArE j should brtdiscttssed wfih anti evdualad'bY the profeseione7 Invciver5, /) / •S. rfJ �� " �. Oji�[ , lit !s ! !' e 'TtUe•repoit presanis.opiriions•tirrmid as a r9rtuttoi :our absdrva'tfon of acavides retattng ti) our senates only. Wo rilyon thecanUaettii to Cants* with )lie plans end spricifhtation ihroughdw the durationaf•ifieproledt. irrespective Ohtheproaonceo1our teprosentadve. Our Viotti does riot incl ude:supervisionordirectionofthework.ofathyrs,'Ouritrm-wgln6 be sr lob orf site ialety at others oil this pro1eI• Qt9CL tidEA: Any choreic form, femiinile'or s ybt the Molnar doctunent'(email. Lata. 'fable, andha- Rguroj,11 provided. and tiny • altac onente:tu9 only a copy cline origami' document. The Opal document is stored to) GeoEAiflneers, Ino, and win serve+issho official document of record. •Attaotrf►enttf Pile Foundation. Site, Plan Distiibtttion:r File File No. 8039-008-01 FR -4 (November 18, 2010) Page 2 and during driving. Roughly 1 and 5 foot increments were noted on the piles before lifting vertically. We observed and recorded the blow counts with depths by hand. A total•of 13 piles were installed as part of today's activities and a summaryof the piles installed today Can be `found in Table 1 on a:following page. In discussion with Frank l'onteechio (Survey), we understand that roughly 1/8 -inch ofmovetnent-was• observed in some of the survey points along the building 9-04 today. We understand that this movement will be confirmed tomorrow when additional survey is performed. Piles P28, P29, P31, P32, P33, P34, and P35 did not meet the initial driving criteria for allowable capacity. However,. We anticipate that after confirming capacities of P30 with the dynainic testing results and .a restrike of a pile next week, these piles will approach or exceed the allowable design joads. Pile P41 was predrilled earlier and driven open ended as part of today's activities: The closed end.pfle tip was cut by torch prior to driving and care was taken by the•contmctor.to avoid contact with the building during ,close proximity pile driving. The plles'whieh are to be driven open• ended are -being driven .to a target tip elevation based on the tip elevations of nearby closed ended piles driven to date, , Vibration Monitoring -Pile Installation We monitored vibrations from the interior of Building 9-04 at two locations.. The vibration monitoring equipment (geophone) was placed roughly i4 foot from• the exterior wail of the building and relative to•the piles shown on the attached site plan. We recorded vibrations on the second floor of building 9-04 at location number 2. in the morning until roughly 10:00 As pile driving approached the location ,of vibration monitoring point number 1 we moved the equipment to the first fl6or. Approkimate locations of Blastmatc placement are shown on the attached site. plan. We use a histogram sampling technique during monitoring that provides the maximum peak particle velocity (PPV) in three orthogonal directions every 15 seconds. The machine samples the vibrations continually but the histogram feature allows us to -manage the amount of data produced into maximums per specified time interval. Background tneaSurements of vibrations atthesite obserVccl prior to pile driving.typically ranged from.0.005 to 0.020 inches per.second. in general, the i'esulta of our monitoring . during pile driving in the motning•(locatioti 2 second.ftoor) Wets less thart•roughly 0.100 inches per second. The results of our monitoring during• pile driving. pear location number t after roughly 10:00 (location 1 -first floor) were leas than .roughly 0.150 inches Vlgure 2:'5ta3tag for pita'�Irivlpg . per second. Pile P41 wa predrilled and driven open ended duo to. rt' -s. proximity to Building 4 -pd. During the driving of Pile P41, we observed vibrations (at location. number •1) generally less than tughty 0.050 inches per second. Generally, vibratlons.less than 0.5 inehes/seeorid .are considered 'ldw risk of damage 'for °buildings. "The vibrations recorded today are strong enough such that they are .probably creating minor shaking within building 9-04 and felt byindividuals inside. We.understand that the pile. foundation contractor will continue driving the piles for *foundation construction tomorrow at 'roughly 7:30. We anticipate being on-site prior to this time to observe pile installation acti vities and setup vibration monitoring. equipment. File No. 8039-008-01 FR -4 (November 18, 2010) Page 3 Table 1: Summary•of PIIes Installed Today Pile Identification Blorv.Count (ApproximatelyComments Final 5 feet) Approximate Pile Tip Elevation (feet) P28 8, 8; 8, 8; 8 (t4 foot) -86% 100 foot pile was erroneously driven instead 'of 105 foot pile. Initial pile driving capacity criteria was.not met.. P29 9, 30, 9, 10, 12' -87 initial pile drivn,8`capacity criteria was not met. P34 :8,9., 9,'10, 12 =841 Initial pile driving,capacitycriteria was not:met. P33 ,10, 9, .10,10,11 -87% initial pile driving capacity criteria was not met. P31 8, 7, 7,,'8, 9 -87% initial pile driving capacity criteria was not met P32 9, ;10,.10,10,10 -871 Initial pile driving capacity criteria was not met P35 .11, 12, •13;15, 14 -88 - Initial pile driving capacity criteria was not met: P38 12,12, 14,15,15 -88 P37 12, 14, 14,14,14 -88 P36 14,15,17, 14, 13 -88 P39 13, 14, .14, +14, 7' (J: fobt) X88 P40 '13, 16,16,1S,13(!fopt) -88. P41 6, 6, 7, 7, 9 -88 Predrilled to roughly, 50 feet below bottom of pile cap; open end pile installed. Pile, tip elevation based on piles driven closed ended. Note: 1 -Elevations estniiated based on •survey hubs/markers in the bottom.of the footing excavationfor pile caps. Pile Foundation Site Plan 00 °poi. End Pile Installed Today 0 GEOENGINEER 8410154ThAVENUENE REOMOND,. W A 98052 {425} 881-6000 FIELD REPORT File Number: 8039-008-01 Protect: Museum of Flight-Space Shuttle Gallery Oats: 11/19/10 (Thurs.) Owren .Museul n of Flight Time Of AWN: 07:15 Report Number. . FR-5 Prepared by: Ryan B. Maw Location: Tukwila, WA Time of Departure: '15:00 'Page: 1 of 4 Pupose et visit! Coh8truction Observation Weather: Cloudy, -45 ° F Travel Time; 1,4 hr Permit Number: Upon arrival to the elte'1'essessed personal safety.hazerds Sakiy+iazatds Were Addressed by : a Pertonningtool El -Yes or L7 Aeliteed to Site Safety wan and Safety Ta(Igete box safely meeting 0 Other (describe) if appttcable We visited the.site to observe the driving of piles for. the buildding foundation of the Marginal wayin Tukwila, Washington. While•on site, we niet•with Troy (Seller! Construction), Fontecchio (Seilen Construction), Clark Miller (Museum of Flight), and Jeff Sjogren observations.. 'Settnmaty of Today's Activities 07:00: At the request of Staff Patterson, I arrived on-site to observe pile•driving activities, 07:10: i attempted to setup the vibration monitoring equipment, but cotild hot access yet). 07:40: Setup vibration. monitoring in•stairweli location No. 3. 07:45: Started pile driving. 07:54: The follower on thcpile hilrttmer cracked during driving (the last 1 foot). Contractor part to arrive and be repaired. 10:18: Moved vibration monitoring equipment to location No. 2, when section was accessible: 11:15: Pile hammer-follower replacement part arrived on-site. 11:45: Hammer repaired and mechanic replaced alternator on Cary-Iift loader. 12:40: DeWitt resumed pile driving activities. 14:35: Unloaded truck with piles shipped to site, 14:40: Jeff Sjogren informed lite that continued pile driving activities would be delayed twill Monday as la.seeond truck with piles would be arriving on site and would need to be unloaded before the end of day (site size restricts dlivingand unloading activities simultaneously). .14:50: f collected vibration.monitoring equipment., 15:00: I left the site..., The pile driving activities were performed using a Vulcan• pile hammer .(512Y attached to na•ttack-mounted :hydraulic crawler crane (CX90()). An air compressor was' mounted on the back of the crane and air hoses. ran to the Milliner. 'The" contractor unloaded and•:staged piles using a Cary-1$t loader (12-104). The. piles were roughly t6-inches nutsidediameter and .1 .inch thick. 'The pile' cushion was a composite.material: alternating aluminum and nylbn layers. Museum.of Plight Space Shuttle Gallery near East, )efT Patterson (Seller Construction); Frank (Dewitt). The following is A sumttiary of today's location No. •2 due to access issues (section not open initially estimated roughly 11/2 to 2 hours -for (r 0- i. '7 : 1 � pit s rro k hfsz, t ixtc1 ft��f g r ' ivy : �!; r ka;t x „ «� ya> ,. a xt c t `, 4'14 (taw . � vxvr�a i ¢- y •' ` 4 - a, _ t . ._ ; # f ,-.: pigurei;'P ck;agveriidt1I,ypih for.J wing;. X THIS FIELD REP.ORT'IS PRELIMINARY A' preliminary report Is provided solely as- evidence. last field observation vies performed Ottrarvsdons andla ioncluslon� antUtir recbritmsadalions.cmtveyegth'ttte fin&1 report may vary and shaIi take piec edence over those indicated in a preliminary report. FIELD REPRESENTATIVE DATE tk Ct®'i (WtDfrom MAIO! X THIS'FIELD REPORT:IS'FINAL. A anal report' is:011istrunkg11 Profeselonat ser400. Any oondtisidns drawn from thus report should be Oswssee ifiih and evaluatedby the prdtesgfamWnbotved. REVIEWED BY' �DAT.E .J , / j/ / 3//4 This report Pr.es cat) Opirdons (cubed arralesult oluilUxiitssivatioci et itirtivitiits ?elating to our'servicesofrty..'we;Bryon.theoodvaaaro'comply.ialhtheptadsint)specifuxtticlothoughtiut . the duration of the prolecbirreepegivg.of pie presenoe.ot ctir representative. Our' wodc.dotte got Incidde super on m &sea n °rifle' work of others. 'Our Urm w1li rot be responslbto for tib orate aa1ety of ythele•an ftIi;prcjeck •OteCGAUMER Any otectrordo toren„ facsimile g hard copy the OW do&umitht (email, 104101110. ndloi figure), 11 provided. and Qny' enaehments ere ontya copiritttie erlginadocumant. The Qrlginal•doument•ts a)ored by Geoangineer% ire. and wih soivdas IN official document of recatd. Attachments: Pile'Foundatien Site Plarl .Distribution:' File File No. 8039-008-01 FR -5 (Nbvetnber 19, 2010) Page 2 .. Pile Installation The pile contractor setup and then staged the pile drilling equipment near the survey hub for each pile ' location. The pile buck visually Verified pile piumbness and location relative to the hub and used a template.tb mark approximate pile location. The pile buck 4ilso occasionally checked plumbness using a hand level. both before and during driving. Roughly 1 and 5 'foot increments were noted on the piles before lilting vertically: We observed and recorded the blow counts with depths by hand. A local of 5 piles were installed as part of today's acdvities and a .summary of the piles installed today can .be found in Table l on 4 following page. In discussion with Frank. Fontecchio (Survey), we understand that•no significtint movement was observed in the survey points -along the building 9-04 today and that previous movements were likely related to environmental! (construction/traffic activities). We understand that any .additional -movements • will be monitored- through intermittent survey. ,Pile -P43 was predrilled earlier and driven open ended as part of today's' activities. The closed-end pile tip was cut by torch prior to driving and care was taken. by the contractor tb avoid contact with the building -during close proximity pile driving. The piles which are -to be driven open ended are being driven to a target tip elevation based on the tip elevations of nearby closed ended piles -driven to date. Vibration Nlonitoring:Pile .installation We .monitored! vibrations from the interim of Building 9-04• at two locations. The vibration monitoring equipment (geophone) was placed, roughly % foot from the exterior wall:(1 foot in location No. 3) -of the•building and relative to the piles shown•on the attached site plan. We recorded vibrations on the second floor of building 9-04 at location No. 2 and 3. Location 3 was temporarily used in place of No. 2, due to access issues until roughly 10:18. Approximate locations of B1aStmate placement are shown•on the attached slte•plan, We use a histogram sampling technique during monitoring that provides the maximum peak particle velocity (PPV) in three orthogonal directions every 15 seconds. The machine samples the vibrations -continually but the histogram feature allows uS to manage the amount of data produced into inaxiniums per specified time interval A Background irreasurements of vibrations:at the §iteobserved prior to pile driving typically ranged from 0005 to 0.020 inches per Second. • In general, the results of our Monitoring during pile driving i'n the•morning (locations 2 and 3 -second floor) were. less thaw roughly k s�'• � a r y�` AAs mgt 0300 inches per second However, there was an isolated point observed at roughly 13:19 up to 0.310 inches per Figure2: Vihriition.monloeriegstaging loca ion second. It is anticipated that this measured vibration retate's to the driving of Pile P44. Na 3'iastatrweit. Pile P44. shown on the attached site plan, was a closed end pile driven closely near location No. 2. Pilo P43 was predrilled and 'driven'.operr•ended due to it's ,proximity to 13tiilding 9.04. During the.driving•of Pile P43, We observed vibrations (at location No. 2) generally less than roughly. 025 inches per sercind. Generally, vibrations less -than 0.5 ipches/second are -considered low risk of damage for buildings. The vibrations•re-corcled today are strong enough such that they are probably creating minor shaking•within building9-04.and felt by individuals inside. We understand that the pile foundation Coti'tractorwill continue driving the piles for foundation.constcuptton on .Monday (November22n4) at roughly 7:30. We anticipate being .on-site prior to this time .to setup vibration monitoring equipment :and -observe pile .installation activities: File No. 8039-008-01 FR -5 (November 19, 2010) Page 3 Table 1: Summary of Piles Installed Today Pile Identification Blow Count (Approximately Final 5 feet) Approximate Pile Tip Elevations (feet) Comments P42 12, 11, 14, 13. 15 -88 P43 5, 7, 8, 8, 6 (1/2 foot) -88 Predrilled to roughly, 50 feet below bottom of pile cap; open end pile installed. Pile tip elevation based on piles driven closed ended. P44 12, 11, 14, 14. 18 -881/2 P6 14, 14, 15, 15, 15 -871/2 P5 16, 16, 16, 16, 16 -871/2 Note: 1 -Elevations estimated based on survey hubs/markers in the bottom of the footing excavation for pile caps. '1E4' 2 0 ••4 o .9 61 'a GEOENGINEERS 84101541"•AvENuE NE REDMOND, WA 98052 (425) 861-6000 FIELD REPORT File Number ° 8039-008-01 Project: Museum of Flight -Space Shuttle Gallery Dale: 11/22/I0 (Mon.) owner: Museum of Flight Trmeof Arrival: '07:05 Report Number: FR -6 Prepared by: Ryan B. Maw Location: Tukwila, WA Time el Departure: 16:45 Page: 1 .of 4 Purpose of visit ConStruction'Observatibn 'Weadsaa Snow tl'urries, —30 ° F 'Trevor Time: PA hr Penni! Number: Uponarnvai t0 rhe site 1 assessed personal safety hazards: Safety Hazards Weis Addressed'by : D Performi ig tool ® Yes or ti 'Referred tjz Site Satoh/flan turd Safety Tailgate It $ppUcable box safely meeting Other (describe) We. visited the site to observe the driving of piles for.the building .foundation of Marginal way in'Tukwita,'Washington. While on site, we met midi Troy (Sellen Fonte'cchio (Sellen Construction). and Jeff Sjogren (Dewitt). The bellowing is a summary Surnmary of Today's Activities 07:05: At the .request of Jeff Patterson, I arrived on-site to observe pile driving airtivities. 07:40: I attempted to Setup ttie ,vibration monitering equipment, Nit could not•access staff arriving as a result of inclement weather. A new location (No: 4) was 07:48: Started pile driving activities forthe clay. 08;07: Moved and setup vibration monitoring in stairwell location No. 3). 12:00: Took lunch break 13:15: Unloaded piles oih.site. 13:45: Continued pile driving. 15:20: gntoaded'piles on-site; this is the last toad to be shipped: 16:20: Finished,dri-vingpileS for the day, , 16:45: Troy and] waited for facilities to:open.doprs and allow actress to collect the'vibrntion The pile driving activities were performed using a Vulcan pile hammer (512)„,„ attached to a track -mounted hydraulic. trawler crane ,(CX900): An air's compressor was mounted on the back -of the crane and air hoses ran to the hammer. The t:ontractor unleaded and staged piles using a Carrlift loader (12104). The piles were roughly 16 -inches outside diameter and th-inchG� thick. The pile, Cushion was a composite alternating material: alteating aluminum and. nylon layers. Pile Instaltiition The pile contractor setup and Then staged the pile.drivi equipment near the Previ*uslY Placed survey hub for each pile locution. 'Tie pile )ck Visually verified pile plumbness and location relative to the hub and ,used a template to 'mark approximate pile locatibn. The pile buck also occasidaatly chbt;lfed plumbness' using a hand level, both before and•auring driving, Roughly .1 and 5 foot, increments Were noted nn the .piles before. lifting. 'vertically. We • the Museum. Of Flight Space Shuttle Gallery near East Construction). Jeff Patterson (Schen Construction), Frank :of today's observations. the interior building due to delays in 9-0'4• building setup, near an exterior door.of building 9-04: monitoring equipment. 1left'the site. i 14lila V'' L 11 'Yi J t* , �•�t �� rr"o°ri '' F4 l Il t .- r G 'x� x�� �� ,�• t r �' r” at 1 -ti- p V; ,,s ` ts. ga. ;4 ," r '. .'W 4 na 'k '' j :"�'t , _) ti• ,pigurs 1: Pile driving hammer near end or driving;. , iC THIS FIELD NEPOIaT IS PRELIMINARY A. pretlrNnary _f�a as provided 'Solely .its ge a that field obserNallon Was porta/electrtoporta/elected. andfcr condUstcns and/or recommcndattont: ndeyed to die trial report raa}{ tray eo from and abaft laktroreaedence over those tltiflcaled In a preliminary .rep rt. FiELO 1 REPRESENTATIVE RATE • J J - ` 7016Observattona A • THIS FI.EI:D•REPORT IS'FINAL A final tepon hi an )nsliwnent of professibrug service. Aryr coricdugl6ns drawn'Mini 'lhlvoioortJ should be dis.^ussad with and evalusied by the pro1estrional Involved.tJ REVIE IIED"Bjt DATE J% ��t�x " �J X11 W TNS japan presents cpb elislorfrO aaa rosuli *foto observatloo.od'acthrillos relating m outseMoes only, 1tte.relyon the conhaaot to oomp1Y with'.the plans and sikeeteateon iduougnbud the eurailon of the'proieci Urespective of She•prise>toe of air reprosentatve .Dile wed! rhe9 not lRdudesuperyIsion or dlrecton lie Iho veFfrof otters, Ouf.grm-wlfroplbo responsible far lob or Mir satety';ot Others on.Ifiei r,of@ot,- of vaEt Anytel®arott)o•fortn lacstfl Ie of NO copy 01 our ohglnal'document.tematl..tont, labtn, -anther tgYre), ti pmvieed. and.Ivey attaohosentsore vetera.chpypiihe (document. TtieArisinfldocuman1ittstokedbyGeoEn9Ineere,Inc.andwNiearve,a"s•praotioral.dopument'Ofrecortl. Attachrnents Pile Foundation Site IPlart 'Distribution:. 'Fite. File No. 8039-008-01 FR -6 (November 22, 2010) Page 2 observed and recorded the blow counts with depths by hand. A total of 16 piles were installed as part of today's activities and a summary of the piles installed today can be found in Table 1 on the following page. In discussion with Frank Fontecchio (Survey), we•understand that due to inclement weather (survey equipment freezing), Selien could not complete building monitoring survey today We understand that building survey will resume during the next working shift. Piles P45 and P46 were predrilled earlier and driven open ended as part of today's activities..' The closed end pile tip 'was cut by torch prior to driving and care was taken by the contractor to avoid contact with the building during close proximity pile driving: The piles which are to be driven open ended are being driven to a target tip elevation based on the tip elevations of nearbyelosedended piles driven to date. 'Vibration Monitoring -Pile Installation. We monitored vibrations from the interior and exterior of Building 9-04. Inclement weather produced a delay in setting up the vibration monitoring equipment inside the building. in the early morning, the vibration monitoring. equipment (geophone) was setup near an exterior door/alcove as shown in Figure 2 (Location No. 4). The equipment was setup roughly 1 INA .from the edge of the alcovelentrance and remained in place until personnel was available to allow access into the interior of the building. in the interior of the building, the vibration monitoring equipment (geophone) was placed roughly 1 foot from the exterior wall (Location No. 3) of the building and -relative to the piles shown on. the attached site plan:. We recorded vibrations. on the second floor of building 9-04 at location No. 3 and first floor for location No. 4. Approximate locations of Blastmate placement are shown on the -attached site plan. We- use a histogram sampling technique during monitoring that'provides the 'Figure 2: Vibret%on niouttoring Staging tocatioflNo. 4, near maximum peak particle velocity (PPV) in three orthogonal directions every 15 exterior doorway. pproxiniatetocation shown In Seconds. The machine samples' the vibrations continually but the histogram red Creleabove. feature allows us to manage the amount of data produced into maximums per specified time interval. Background measurements of vibrations at the site observed prior to pile driving typically ranged from 0.005 to -0.020 inches per second. in general, the results of our monitoring during pile driving in the morning (locations '3 and 4) were Tess than roughly 0.150 inches per second. However, during the driving of Pile P46 maximum vibrations approached approximately 6.455 inches per second at 9:26:05 (at location No: 3). Vibrations exceeding 0300 •inches per second were intermittingly -observed from roughly 9:24 to 9:28. It is anticipated that these measured vibration relates to the driving.of Pile P46. Pile P46, shown on the -attached• site plan, was a predrilled, to roughly 50 feet and open ended. Pile P45 and P46 were 'predrilled .and driven open ended due to their proxiinity to Building 9-04: During the driving of Pile P45, we -observed vibrations (at location No. 3) generally less than roughly 0.10 inches per second. The distance from pile P45 to the location of the vibration monitoring•e4uipment (Location N`o. 3) was greater than that of P46,.as:can be seen on the attached site plan. Generally, vibrations less titan 0:5.inches/second are considered low risk of damage for buildings. The vibrations recorded today are strong enough such that they are probably creating minor -shaking withinibuilding 9-04 and felt by individuals intide. Figure 3: Location of hilalmer during ilaal'driving of pito P45. We understand that the pile foundation contractor will continue driving the piles' for foundation construction on tomorrow at roughly 7:00. We anticipate being on-site prior to this•tinte to setup vibration monitoring equipment and observe pile installation activities. File No. 8039-008-01 FR -6 (November 22, 2010) Page 3 Table 1: Summary of Piles Installed Today Pile Identification Blow Count (Approximately Final 5 feet) Approximate Pile Tip Elevation (feet) Comments P14 13, 14, 15, 16, 18 -871/2 P13 15, 15, 18, 14, 18 -871/2 P45 6, 6, 6, 7, 9 -88 Predrilled to roughly, 50 feet below bottom of pile cap; open end pile installed. Pile tip elevation based on piles driven closed ended. P46 6, 6, 7, 7, 9 -88 Predrilled to roughly, 50 feet below bottom of pile cap; open end pile installed. Pile tip elevation based on piles driven closed ended. P25 10, 9, 8, 9, 9 85'/n Contractor elected not to drive pile to required tip elevation at this time. The pile was driven to the listed tip elevation, but was left with the top section extended to keep additional stockpiled piles from falling/rolling. Contractor will return and restrike to depth. P18 12, 14, 14, 17, 5 (1/4 foot) -88 P19 10, 10, 11, 10, 14, 8 ('/x foot) -881/4 P17 12, 12, 1 1, 14, 8 (1 foot) -881/4 P20 11, 12, 11, 14, 8 (1/2 foot) -881/4 P52 16, 16, 17, 16, 9 ('h foot) -88 P53 17, 17, 15, 15, 20 88'/4 Contractor elected to drive pile to below existing asphalt to allow crane to access piles behind pile P53. P49 14, 13, 12, 11, 12 -881/4 P54 14, 17, 19, 21, 5 -88 P4 14, 13, 14, 16, 18 -88 P57 6, 6, 8, 8, 10 _881 Initial pile driving capacity criteria was not met; will be evaluated after reviewing dynamic testing results and a restrike P16 8, 8, 8, 9, 12 -883/4 Note: I -Elevations estimated based on survey hubs/markers near the piles. End Pile installed Today "a 1 0 GEOENGINEER 8410154" AvENuE NE I DMOND, WA'98052 Oa) 881-6000 FIELD REPORT Re NurnDen 8039-008-0i Prod: Museum of Flight-Space Shtittle'Gallery 'Dar 11/23/10 (Tues.) owner: ' ,Museum of-Flight. trime•of Artly& • 06:15 Report Number FR-7 Prepared Of Ryan 13..Maw location: Tukwila, WA T me of Domino: 06:45 Page: 1 of 2 Purpose of visa' t" nstruction:Observatjon• Weeder Snow flurries,. 300° F Trend Time 1% hr PemtitNumber: Uportanivat•fo tfiri Site t assessed personal safety nazardt: 181 yes or• ti Kefeitied to.Sito Safety Pian and Safety Tai Safety' hazards Warn Addreitsed,by : D"Pertbrmfrtg tool box•earety meeting 0 Other (desert e) gate if applleatile• We visited,'the site to Observe the'driving•of Piles for the building .foundition of the .Museum ot•Plight Space Slitittie Gallery•near Fast Marginal way in Tukwila.. Washington. While On site. We int with troy ($ellen COnStruetieti); Jeff Patterson (Selleh Canstruction)a,and teff Sjogren (Qewjtt). The following is asummtry of toda'y;s °Nervations. Summary of'Today's Activ%_ties 06:'15: At the reque3t of•JeffPatterson..L.aerived-.oa site to observe pile drivingactivitit:s. 06:4p;. •S'etlen announced that' the job site would be Closed due to inclement Weather•and' the holidays until Monday, November 20, 2010. 06:4S: 1 hilt HBe site. .dile Installation •l eonfloned via•telephone With Jef'Sjogret) on;the•evenittig-(10:30).of Monday, November 22, that pile driving 'activities would resume: today regardless Of the weather, He requested'that 1 make whatever arrangements necessary to be orr-site, sethat t pile•drivjng activities could be'completeil to prepare for •thedi'ing equipment to be moved 0ffi,:site tomorrow. In order to t511ow adequate tithe to arrive on-site in the inclement weather, 1 left early In. the morning' find Arrived early' on-site., When •1 arrived on=site, i tnet'with 'Jgllr Patter§gn. and Jeff Sjogren. 'during our meeting'aut. email arrived from .SeIlen Inquiring that all. hilt emergency aetivitics, be delayed at the site due to coin' tetnpetatures and inclement weather: ieffilatttetsan informed us :that no additional construction, activities would occur until Monday... November 29, 2010 at 07f00. A THIS PJEL.P REPORT,IS PRE M1411FiY .. i. A t o Apori i� as ' that 4ffeld observation wit;'pegot+ 1� 'Obsw.datlons•lineter• bt. andlo vecommemiations wnveyod•tn:me`analr°pon may'vary from and sftalliatejprewden000yes hosetdcated nape riaryreport.• • _ hIELD.REPRESENTAIIVE3c,k•t • :�A„,� jj ` C! _ yJro"r .' X THIS FIELD. REPORT IS .FINAL .. Aline report is an'inswmerit•ot.professionaf aoM o. Any Conclusions drawn from This repoit should baths seed with chtl'evatuated py the orrdessicoal tnvoCved: ,REVIEWED 9V 'DATE / j !' ei `1, / 2 Peva ' This MimpresentsropNtronslortnetfitOtesuit.ptBDrobsarVBtlo&dil*Paliie§ielatin0.toMir ef r sodly: Wer�yonilOoittPattedt000mpfTl•lrldtoheptansahaspeci tionalcohohovi 'the dwatfomcf tfte:ptolOOt trreSpostiVO of dao drawee otour reprrsentaUVe: •t?.drWath,does not Maude sUpe Alton or llleollon of die•ttrotK of•othose. OUr4frmiwill motto lesponsfiste fes` • ob Of alta safely of ottterstot mis.prolett. OInCAA1MEro Any.elet:tronto torya. fatal or fled cop or tfe,enb' r•dbbumdnt "loafs. ,text,.table; dl t liburel, :If cro'rdedarae any auaidihtefdsale only $iopyortheoriginalddeument• iheCttinaltiobumtarltlsaletedby¢a0Engingers.ftic;andwillitorVastheotiloiaidecUrneatotrocord - Attachrnents: Pine ffotiiidStiott Site plan DistribUtion: .File. L 0 a, .0 Open End Pile -Toggled Today Pile Predrilled Previously 5 f GEOENGINEERO 8410154AVENUE NE REDMOND, WA 98052 (425) 8614$000 FIE -LD REPORT File Number: 8059.008=01 Pte Museum of Flight -Space Shuttle Gallery Data 11129/10 (Mon.) Owner. Museum of Might Time of Arrival:. 07:00 Repon.Number: PR -8 •Pterared by: Ryan B. Maw Location: Tukwila, WA Tlma of Departure: 13:1.5 Page' I of 5 Rurposo dell: 'Construction Observation Weather Cibudy, —45 ° P royal n t& . 11/4 ht Permll'Number. uoon ardvai to the site I assessedt5ersonal safely haze safety Hai/lids Ware Addressed by : Q Performing .tool 'iii Yes or U Pelerred o Site Surety Wen and S clary YnUgate ll applicable box safety meeting Q•Other (deaesibe) • We visited the site to observe the driving of piles for the building foundation of tie Mu5eurn of Viight Splice Shuttle Gallery near East Marginal wry in Tukwila. Washington. While on site, we met with Troy (Seller Construction), JeftPatterson (Seth n'Construction), Pralik , Fonteccliio (Seller Cons(ruotion),.and Jeff Sjogren (Dewitt). The following is a summer& of today's. observations- Summary of Today's Activities 07:00: .At the request oUeff Patterson, 1 arrived on-site tb observe pile -driving activities. I Met with Sellcn and Dewitt to discuss staging .and setup for the restrike of pile P28. 07:15: 1 attentpted to setup the vibration monitoring equipment; but could not access the interior Of the handing 9-04.. 07:34: 1 set up vibiatiott monitoring equipment at lecetien No. 4,.near an exterior door of building 9.04. 07:38: Started pile driving activities for theday. 08:0I : PiriishedAdiiving fir rplle (P3).. 08:02: Moved vibration monitoring equipment to stairwell of building.9.04,(tbcation No. 3), 041:15: Restrike.of pile -P28 performed. 09:17: Continued piledriving actinides. 09:41: Fixed tangled crane lines. 09:44: •Continued pile driving itetiVities. 09:51: Ikestrike/DDelayed driving,to tip of Pile P25. which was previo>aSty not driven to elevation d'ue to adjacent pile storage, 09:55: Pile <Iriving activities resumed.. 11:19: Restrike of pile P50. 11:21: Piledriving.xesuxned, 12:00: Dewitt took lundb`bieak: 12:30: Pile driving acti'viti'es resumed. t2:55: While driving pile P47, hamgter iiiiten connection in hammep lniike. 13100: Dewitt conf rrned anticipated delay 1 to 2 days. before' activities will reuiiie: 13:f5: 1 left the site. 14:1&. Confirmed future pile driving scheddle With JeffSjorgren Via telephone. X TIS HELD REPORT IS PRELIMINARY • A ptaliintnani nor tit provided Safely as evidence !that %bid observation was. performed: Observationseediof nealk ustor+s.$rit9or raWmmanthWene.CepiveYee in the Gnat report MO Vann/ from and shag take precO oncooverthoseindicatedinaptoflinha t report. •FIELD:REPRESENTATIVE k DATE/. . �, ) �„1 X T.HIS',FIELD'REPORT IS FINAL A final report is an inghiuttent of professlonar saNice. Any eondus +s drd+Nn Iidm thls repot should be discussed wl)h and o�siunted by the pldessionai involved • •REVIEWEDBY DATE f • jx /t jq��l /�d lrptisterpt `Iles raponprraaanttr tidnjais totted As4:tesult otour•drseivali ,oi acbvalee relating toeur:eervices only, • iiiirofyonver ritiao Mow*hintJ the plane and.6pecifi ptlpn lit theduraUoitoftheprojectTnaspeceyab1Yhaprasencealr4trepl9seitladJd.Our.wwotkdoea•nolindudasupdivision,Ordlibafi aoftneivorkofothers.'Ouriirm'WOriottievespetJbteJor lob or site, safety of others aA'ttiis prided, DIACLAgem: AgltaeetroNo tarn. taesBs le or hard ,loon/ orthir.Otleidi dodumoiit.jetrbie, text, table: andrtit4lgure)„4I Proadae 'acid any ' attact>{ %ents.am Only a copy of the olipiaaadocument- Tda'orifilew deiklrnetd Linlartld'l1x eeoEngvioeTs.lnc.erid WI derv$ AS ihm o1RSlal deournent of record. Attachments: Pile Foundation Site Man .Distribution: File, File No. 8039-008-01 FR -8 (November 29, 2010) Page 2 The pile driving activities were performed using a Vulcan pile hammer (512) attached to a track -mounted hydraulic crawler crane (CX900). An air compressor was mounted on the back of the crane and air hoses tan to the hammer. The contractor unloaded and staged piles using a Cary -Lift loader (12-104). The piles were roughly 16 -inches outside diameter and 1/2 -inch thick. ''the pile cushion was a composite material; alternating aluminum and nylon. Layers. Pile installation The pile contractor setup end then staged the pile driving equipment near the previously placed survey hub for each pile Location. The pile buck visually verified pile plumbness and location relative to the hub and used a template to mark approximate pile location. The pile buck also occasionally checked plumbness using a hand level, both before and during driving. Roughly 1 and 5 foot increments were noted on the piles before lifting vertically. We observed and recorded the blow counts with depths by hand. A total of 9 piles were installed as part of today's activities and a summary of the piles installed today can be found in Table 2:Summary of Piles Installed Today on a following page. In discussion with Frank Fontecchio (Survey), we understand that no significant movement was observed in the survey points along the building 9-04 today. We understand that building survey will cbntinue until pile installation activities are complete. Pile Restrikes. One pile restrike was scheduled for today (pile P28) and two pile restrikes were incorporated as part of today's pile installation activities: A summary of the restrikes follows in Table t: Pile Restrikes. Pile P28 was previously driven to roughly Elevation -86 44 feet on November 18. 20! The pile was selected because the blow counts over the last foot of driving represented the lowest number encountered during pile driving to date. Prior to restriking .the pile. Selien surveyed the top of pile elevation and setup a pair of batter boards. A string line spanned the boards. adjacent to the pile. wall. Four 1 inch increments were marked relative to the string line, pile wall intersection. We observed the pile moving relative to the string line, visually estimating/counting the number of blows per. inch. The total driven distance was then verified by surveying the top of pile elevation once again and a total change of roughly 4.5 inches was noted. Figure 1: Lifting pile vertically beforedriving. Figure 2: String line and batter board setup for restrike. Pile P25 was previously driven to roughly Elevation -8544 feet on November 22, 2010. Prior to restriking the pile Dewitt placed a pieceof wood above the ground surface and marked out six roughly 1 -inch iticrementa on the pile. The pile was then.drivett and we observed the pile moving telative to the top of the wood visually estimating/counting the number of blows per inch and foot. Pile P50 was driven to roughly Elevation -85 feet today before activities were delayed. while the survey reference for the pile hub was verified. While pile activities were delayed. the contractor drove another pile, from roughly 10:50 to 11:19: The contractor then retutned and continued driving the pile to the required tip elevation. We observed the pile moving relative to the ground surface •visually estimating/counting the number of blows per foot. File No. 8039-008-01 FR -8 (November 29, 2010) Page 3 Table 1: Pile Restrikes Pile ll) Initial Blow Count Over Last Roughly 1 Foot Restrike Blows per Inch Restrike Blows per Foot Approximate New Fite Tlp Elevation' (feet) P28 8 8, 8, 5, 5 26 (4.5 inches) -87% P25 9 8, 8, 7, 6, 5, 5. 57, 43,.22 (,4 feet) -88% P50 14 - '25, 25, 9 (V2, foot) -87A Note t -Elevations estimated based on survey hubs/markers nearthepiles. The restrikes performed today and the dynamic pile test previously completed indicates that the piles installed to date meet the allowable design loads. Vibration Monitoring -Pile Installation We monitored vibrations from the interior and exterior of Building 9-04, in the early morning, the vibration monitoring equipment (geophone) was setup near an exterior door/alcove as shown in Figure 3 (Location No. 4). The equipment was setup roughly 1 foot from , the edge of the alcove/entrance and remained in place until personnel was available to allow access into the interior ofthe building. In the interior of the building, the: vibration monitoring equiptrtent (geophone) was placed roughly 1 foot from the exterior wail (Location No. 3) of the building and relative to the piles shown on the attached site plan. We recorded vibrations on the second floorof building 9104 at location No. 3 and first floor for location No. 4. Approximate locations of.Blastniateplacement are shown on the attached site plan. We use a histogram sampling technique during monitoring that provides the maximum peak particle velocity (PPV) in three orthogonal directions every l5 seconds: The machine Samples the vibrations continually but the histogram feature allows us to manage the amount of data produced into maximums per specified time interval. Background measurements of vibrations at the site observed prior to pile driving typically ranged from 0.005 to 0.020 inches per second. In general, the results of oar monitoring during pile driving in the morning (locations 3 and 4) - were less than roughly 0.20 inches per second. -Generally; vibrations less than 0.5 inches/second are considered low risk of' damage for buildings. The vibrations recorded today are strong enough such that they are probably creating minor shaking within building -9-04 and felt by individuals inside. We confirrhed•the pile driving schedule this afternoon via telephone with Jeff Sjogren, We understand that hammer mechanical issues will delay pile driving activities until Wednesday, November, becember 1 'at roughly 08:00. The pile hammer will be taken off-site for repairs and will be retumed on Wednesday morning. 1rigure3: Vibration rironttoring4tagtng toirittan No. 4, near exterior doorway. File No. 8039-008-01 FR -8 (November 29, 2010) Page 4 Table 2: Summary of Piles Installed Today Pile Identification Blow Count (Approximately Final 5 feet) Approximate Pile Tip Elevation' (feet) Comments P3 14, 15, 18, 16, 20 -88 P15 12, 14, 14, 17, 18 -871/2 P16 13, 14, 14, 15, 10 ('h foot) -873/4 P26 9, 9, 10, 12, 7 (1 foot) -88 P25 57, 43, 22 (1/2 foot) -883A Contractor elected not to drive pile to required tip elevation previously and pile driving and a restrike was completed today. P51 16, 17, 15, 18, 10 -871/2 P50 14, 14, 25*, 25*, 9 (1/2 foot) ggy4 *Pile restrike occurred after break, while confirming survey. P48 12, 11, 11, 10. 11 -881/4 P55 10, 10, 11, 12, 7 (1/2 foot) -88 P47 2, 3, 2, 2, 2 63'/4 liammer-piston connection broke during pile driving (12:55). Note: 1 -Elevations estimated based on survey hubs/markers near the piles. N N E Qj 00 o fig .g.g > 'C 0 CEOENGiNEER ...0FIELD 8410154'" AVENUE NE REDMOND, WA 98052 (45) 861-6000 REPORT Fee Number: 8039-008-0I Raja& Museum of Flight-Space Shuttle Gallery Date' 12/01/.10 (Wed.) Owner; Museum of Flight Ttme of Arrtvat: 07:00 Report Number FR-9 Prepared by. Ryan 8. Maw Location: Tukwila, WA Time el Departure: 11:30 Page: 1 of 4 Purpose of visit: Construction Observation Weather: Cloudy, —45 ° F Travel Thue PA hr Permit Number:. - Upon arrival to the sole t assessed personal safety •... Safety Hazards were AddreSied by : 4 PeAorming toolbox . :• Yee or t1 Referred to site Sa1ery Remand Watt' Th11gat8l1 appacable safety meeting O borer (describe) We visited the sire to observe the driving of piles for the building foundation of the Museum of Marginal way in Tukwila, Washington. While on site, eve met with Troy (Soden Construction), Jell fontecchio (Setlen Construction), andJetl' Sjogren (Dewitt). The following is a summary of today's Summary of Today's Activities 07:40: At the request-of Jeff Patterson, l arrived on-site to Observe pile driving activities. 07:43: I set up vibration monitoring equipment atlocation No. 3, in a stairwell of building 9-04. 07:54:. Started pile driving activities for ttte day. 10:05; The pile driving contractor placed grease on a guiding rail of the pile hammer, after observing weight. The dropping point remained consistent,' but additional air pressure was required to 10:15: Pile driving activities resumed. 10:50: End of'pile driving for project. 11:05: i collected the vibration monitoring equipment. 11:10: (visited with ieff Sjorgren and Jeff Pauxuson to conclude site visits for pile driving activities. 11:30: i telt the site: 15:48: 1 left a voicemail for Jeff Patterson providing our recommendations forpile cap subgrade preparation. The. pile driving activities were performed using a Vulcan pile hammer (512) attached t6 a track-mounted hydraulic crawler crane (CX900). An air compressor was mounted on the back of the crane and air hose's ran to the hammer. The contractor unloaded and staged piles using a Cary-Lift loader (12-104). The piles were roughly 16-inches outside diameter and VI-inch thick The pile cushion was a composite material: alternating aluminum and nylon layers Pile Installationf The pile contractor setup and then•staged the pile driving equipment. near the previously placed • Survey hub for each pile location. The pile buck visually verified pile plumbness and location relative to the hub and used a template to mark approximate pile location. The pile buck also occasionally checked plumbness using a hand level, both before and during driving. Roughly 1 and 5 foot increments were noted on the. piles beroze lifting vertically. We obbervcd and recorded the Blow counts with depths lit' hand. A total ,of 5 piles were installed and• one Pik driven te.final tip elevation (delayed previously•due to mechanical difficulties) as part of ttUas activities and a srtmmary of the piles installed today can be found' in Table 1: Summary of Pile installed Today on a folloWtng page. Flight S.pace Shuttle Gallery near East Patterson (Seller Construction), Frank observations. sticking. when lifting the hammer lift the hammer. . f J y"" " } t3; rG ,•�a� °�,rt.r r z . ea gr Ik ' r F * f (7 r 431, Figaro t: Lifting pile vertically before • drivrag. X THIS FIELD REPORT IS PRELIMINARY A ,pre5minarp retied IS provided solaty As evidence Mai 'Geld 'Observation t•waa`'peA6rrned. Observations entire: oondusions and/or recommendations conveyed to the Gnat report may vary host and shetigke precedence oder inose Indltated tn a preliminary /sport. FIELD REPRESENTATIVE DATE �� i i' �t - � / (Zelfp Tis" vF/(�1/ / X THIS FIELD REPORT IS RNALREVIIEEWED,, A full report 1s e i tilt ind a of pted by the sante. e fe conclusions drawn from tats report should be disoussaed �+61h and evaluated by the � invdved. l3Y ��I% DATE. �� 1 �p v >< >� �o This report Presents opinions formed ase result of our oaaon'tation of activities relating to our centres city. we rely. on She coniractorio cunpiy wiUrthe plana and spactgcattan throeghoi. the cluntlien of the project trrespecttve of the.p eserice Maur representaitya.'Oar wotk,does not Include supetviSlon•ot direction of Me Work Of others.. Our teMeolU not be responsible for ,lob or see Safety of otters on this prop* OfScustetk Any etaaronic torn, facitmlle or hard copy Of the Original document (emau, text. table, endtor figure), If provided, and, any ettadvmants ere Only a copy Vtthe arterial documeiht The original deopment 19 stored by Geof ngtnaere, inc. and w4U serve es Ma offir3at document of record Attachments: Pile Foundation Site Plan ' Distribution: File File No. 8039-008-01 FR -9 (December 1, 2010) Page 2 In discussion with Frank Fontecchio (Survey), we understand that roughly /8 -inch of movement has been observed the east corner of building 9-04 consistently over the last two days. Pile Cap Subgrade Preparation At the request of Jeff Patterson, we discussed the subgrade preparation below the pile caps on-site this morning and again this afternoon via telephone. It is assumed that the primary building loads will be transferred to the piles, which will then distribute the loads through the deep foundation. We observed subgrade materials generally consisting of sand with varying amounts of silt and a previously placed asphalt section, with a thin base layer. We recommend that prior to the placement of concrete. the contractor remove any loose material from below the pile cap. In discussion with Jeff Patterson, while on-site he indicated that Selien anticipated removing all loose material prior to pouring the concrete pile caps. We tell a voicemail with Jeff this afternoon briefly discussing aur agreement with the anticipated subgrade preparation below the pile cap. Vibration Monitoring -Pile Installation We monitored vibrations from the interior and exterior of Building 9-04. In the interior 'of the building, the vibration monitoring equipment (geophone) was placed roughly 1 foot from the exterior wall (Location No. 3) of the building and relative to the piles shown on the attached site plan. We recorded vibrations on the second floor of building 9-04 at location No. 3. Approximate location of the Blastmate placement is shown on the attached site plan. We use a histogram sampling technique during monitoring that provides the maximum peak particle velocity (PPV) in three orthogonal directions every 15 seconds. The machine samples the vibrations continually but the histogram feature allows us to manage the amount of data produced into maximums per specified time interval. Figure 2: Preparations for forming the pile cap. Background measurements of vibrations at the site observed prior to pile driving typically ranged from 0.005 to 0.020 inches per second. In general, the results of our monitoring during pile driving in the morning, (location 3) Figure 3: Vibration. monitoring staging location No. 3,interior were less than roughly 0.06 inches per second. Generally, vibrations less than stairwell. 0.5 Inches/second are considered low risk of damage for buildings. The vibrations recorded today are strong enough such that they are probably creating minor shaking within building 9-04 and felt by individuals inside. File No. 8039-008-01 FR -9 (December 1, 2010) Page 3 Table 1: Summary of Piles Installed Today Pile Identification Blow Count (Approximatelyt Final 5 feet) Approximate Pile Tip Elevation (feet) Comments P47 l4, 12, 13, 13, ll (3/4 foot) gg Pile P47 was driven to roughly Elevation -631/4 on Monday. The contractor returned and drove the pile to depth. The initial six inches of driving required approximately 9 blows with the hammer. P22 10, 1 1, 14, 18, 22 -881/2 P23 8, 9, 14, 16, 17 -881/2 P21 9, 9, 11, 14, 17 -881/2 P24 22, 24, 20. 28, 28 -881 The Dewitt crane operator noted that the hammer weight was sticking on the guiderails, while being lifted and after driving the pile with each blow. The weight was lifted by adjusting the air pressure to move the weight to continue pile driving. The drop height of the weight remained constant during driving; the relief valve was set at a consistent level. The operator elected to stop pile driving and grease the guide rail. After the grease was applied, the sticking was reduced and pile driving resumed. The pile was driven to a similar tip elevation as the other piles immediately adjacent, where no guiderail sticking was observed. P56 11, II. 12, 12, 13 -881/4 Note: I -Elevations estimated based on survey hubs/markers near the piles. 40 44-te FILE COPY 'Ptak mom RI" STRUCTURAL CALCULATIONS Permit Review Supplemental Calculations Museum of Flight Space Shuttle Gallery Tukwila, Washington October 4, 2010 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 c 2010 City of Tukwila BUILDING DIVISION ;I RECEIVED OCT 22 2010 PERMIT CENTER t o z o ataW176-rak."P---4 MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101-2699 Tt 206 292 1200 F: 206 292 1201 MAGNUSSON KLEMENC1C ASSOCIATES FOUNDATION SUPPLEMENTAL CALCUIATIONS 0001 SUPERSTRUCTURE SUPPLEMENTAL CALCULATIONS 1001 Structural Calculations Museum of Flight Space Shuttle Gallery, Tukwila, Washington Table of Contents FOUNDATION SUPPLEMENTAL CALCULATIONS MAGNUSSON KLEMENCIC ASSOCIATES otilS� F-01 CotrvtMENT 46 )F_S404.dgn 10/1/2010 8:23:39 AM ?$,IPC» -1ST ib GYM COrtnn VAT St -to 1 - to J.` 1F 11 11 11 11 11 11 1!l• ■ i1 L• _1 N p VO O) 1 ID 0) IU IY Sept 30, 2010 at 8:58 AM 10_0727 Grade Beams.r3d Reinforced Concrete Beams (ACI 318-2005) ti Ultimate Forces: 0 • Reinforcement Summary 1 LAYER OF (8) #9 TENSION #4 STIRRUPS @ 6 in x .E .E c c c c c c N N Ci Web N N . .. .0 o, •Q M i• E 0 E.-, E N.71 O K co 0 �? 3 x it. H OS .a 1•, 0 O .5 .5 .5 i. U O it al H 00 N '0 5n N O N O 0 0 0 O 1 O S`t O 0U ffia. 'o 0 z <1.) c b a 2v >, 54 [l Ca n Uv. n. a e 0 y rC•i N ei 4 a+ a 5.. 0 d O U v) U N Web i. U O it al H 00 N '0 5n N O N O 0 0 0 O 1 O S`t O 0U ffia. 'o 0 z <1.) c b a 2v >, 54 [l Ca n Uv. n. a e 0 y rC•i N ei 4 a+ a 5.. 0 d O U v) U 8 8 Tension REINF 00 N 8 8 O N 8 8 00 0 8 s 3 m G� O O. O 00 N Extreme -most Layer 0 b ¢ a O Axial Force Equilibrium - Moment Capacity I Moment (k -in) 0000 00 00 0000 00 00 Force (kips) © 8 1. 8 o Area (in ) 0o ao v W stress (ksi) a' O M O I Strain Compatibility - C y O o O N�pp 0 O 0 0 O O O v .5 e b N N > a N 00 3 M E E^ N M: T' M N v v ¢¢ ¢ ¢ ¢ 4 ¢ ¢ Internal Axial Forces: G C M N M Os TI.0 8 0.90 Tension Controlled w Vl w �• + vi U44 • $ $ W :l Design Sheet ize5roqss. lb R1,4 CovneKT * IC- ) MAGNUSSON II KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT M of . 'yMA1.tirritz Lori, LOCATION CLIENT SHEET CAME 17.7Y" kr 5 ETI `{ — Crib (a — LIVE sr r" 5tv tet 4,,0 • (-)131,F W Z' = (/x/11 * I Pc • VI f kW lz)01 C51/ WT lVy ' (OV A ,141- - �lnlv►r iPoc-Aa> . 0 eq - FP NI De 12" DATE /y,I�llp BY t;) -ror, fret 110 rte` I'20 Pte= - 1125 ?LF ICO til„ ° t• .i: -- i cL = L12 + #'o)+I•ioz(porsF4(5'd M, = 1,)ut; _ �.(v k -if s'! - k y Z uo" awl P17_04 16 l 5 el 2" .6c15 4. 015 2-151 412! 3t o.es:>ib •1 +L C.�i it‘'-)(- *0.0*1rt Ci Mt4, 5o� � 5Cc''k • f� �,=±Il.'k /OCL p-" Jtio loi a- Its Fc(ZUt--s tm GASP : ›- 10.4 Als.d ±-1 1,12 TO SpAFE YL2 O -{P l/ PIIS FOPit/ OUTPIAT M# . (,oWIPp. s10N = laid-. k + 11, 9i►,- MP i .I k - [1,31- 2 G- Tuve n�1�� ( 940 tEM-14S vim) a r 5 9.. MAGNUSSON KLEMENCIC ASSOCIATES Et Pile Design Revisions with Calculations for MKA Response to RM Comment #13 and #14 Included The pile system for the Space Shuttle Gallery has been revised to consist of 16 -in. diameter hollow steel pipe piles, with a wall thickness of 0.469 inches. Our previous pile system design consisted of 16 -in. diameter steel pipes with a wall thickness of 1 inch, filled with reinforced concrete. As a cost-saving measure, we have eliminated the reinforced concrete fill within the pipe piles. Attached are calculations considering the changes in pile capacity when considering a steel pipe pile alone with a slightly thinner wall thickness. Included are LPile analysis for the new steel pipe pile section. Since previously the pile lateral capacity determined through LPile analysis did not consider the concrete fill in the steel pipe pile, the changes in pile lateral capacity are due solely to the decrease in pipe wall thickness from Yz inch to 0.469 inches, and are therefore minimal. The revised pile axial and rotational stiffnesses are less than 1% different than original stiffnesses, and therefore pile cap and pile demand forces remain unchanged. The axial and flexural capacities of the new steel pipe pile alone have also been checked against demand and these calculations are included. Also attached are calculations for detailing the steel pipe pile within the pile cap, which address RM Comments 13 and 14. A cap plate will be welded to the top of the pile, and dowels transferring uplift and the pile fixed head moment into the pile cap will be welded to the outside face of the steel pipe. Since the uplift varies per pile cap, the dowels, their welds, and their required lengths have been provided by a schedule. Spiral ties confine the concrete at the dowels, and their extent into the pile cap ensures that the concrete section is confined to the point where the dowels are fully developed within the pile cap per IBC 2009 1810.3.11.1. Museum of Flight Space Shuttle Gallery, Seattle, Washington Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - Fixed Head. w/ liq to 30 ftxls 8039-008-00 7/16/2010 XXX:XXX:rbm -0.5 0 10 20 30 40 60 70 80 90 100 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Diameter (t = 0.469 in) Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile 0 Deflection (in) 05 1 045 15 — _ - : INt" ly m.7�.1: -o 1,1 :- 1 w- , 'I \i ---\5— (I5' -to'-), u ! �; 22,15"- 0 6, 4 ) \I = I I.11 I- - -FizE� lo!n, 5 11.2,b k- . D . °I a °Z0 L! h J --•--z 5 kips 10 kips 15 kips GEOENGINEERS...0 Earth Science + Technology DEFLECTION VS DEPTH, FIXED HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 4 ..07 Sharepoint:\8\8039008\00\Technical Analysis\ILPite\Seismic - Fixed Head w Liq to 30 ft.xls 8039-008-00 7/16/2010 XXX:XXX:rbm Museum of Flight Space Shuttle Gallery 16 -inch Diameter Diameter (t = 0.469 in) Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile Shear (kips) 0 5 -10 -5 0 10 20 30 40 70 80 90 100 10 15 20 —n' 5 kips 10 kips 15 kips GEOENGINEERSfie Earth Science + Technology SHEAR VS DEPTH, FIXED -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 6 C.''.13 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - Fixede Head w Liq to 30 ft.xls 8039-008-00 7/16/2010 XXX:XXX:rbm 0 10 20 30 40 (2) = 50 a) 60 70 80 90 100 -200 Museum of Flight Space Shuttle Gallery 16 -inch Diameter (t = 0.469 in) Steel Pipe Pile: Fixed Head Seismic (Liquefied) Soil Profile -150 141 •S l�f� Moment (kip -ft) -100 -50 -Eo k% 0 50 100 .:9f-- N - 11.17L • -1(02.-, -- (-mak' -11,2.5 - M. ___fl- 15 - 10 le- _ 15K II .111,-E M.= itQ.5 k i + a r1 _ 11.14- ;,1) .' 1•*- '-a 1ov,S r'' I ` + % 7, T 117 = Nr. J -5 kips 10 kips 15 kips GEOENGINEERS Earth Science + Technology MOMENT VS DEPTH, FIXED -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 5 1i q Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Static - Fixed Head.xls 8039-008-00 7/16/2010 XXX:XXX:rbm -0.1 0 10 20 30 40 as 50 CL 60 70 80 90 100 Museum of Flight Space Shuttle Gallery 16 -inch Diameter (t = 0.469 in) Steel Pipe Pile: Fixed -Head Static Soil Profile -0.05 Deflection (in) 0 0.05 0.1 0.15 0.2 -5 5 kips 10 kips 20 kips GEOENGINEERS Earth Science + Technology DEFLECTION VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 1 L 10 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Static - Fixed Head.xls 8039-008-00 7/16/2010 XXX:XXX:rbm Museum of Flight Space Shuttle Gallery 16 -inch Diameter (t = 0.469 in) Steel Pipe Pile: Fixed Head Static Soil Profile Shear (kips) -5 0 5 10 0 10 20 --- 30 40 ac 041 as L 50 +r 60 70 80 90 100 15 20 25 Q6 5 kips 10 kips 20 kips GEOENGINEERS2S Earth Science + Technology SHEAR VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 3 ILMII Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Static - Fixed Head.xls 8039-008-00 7/16/2010 XXX:XXX:rbm Museum of Flight Space Shuttle Gallery 16 -inch Diameter (t = 0.469 in) Steel Pipe Pile: Fixed -Head Static Soil Profile Moment (kip -ft) -150 -100 -50 0 10 20 - 30 40 70 80 90 - 100 0 50 -5 kips 10 kips 20 kips GEOENGINEERS_.,0 Earth Science + Technology MOMENT VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 2 i f C kqk 1 L i • J F F z dg m" m.0 00 00000 P P N N •O`.M d b S m O O . . N N M M N 0c, M m gtitrio6m 0^ O 0 O d m 0 0 0 'O O 0• 0 . •G WI In X-Direcii .SI 8 �ita S 1'? 111 2 Igil gEaq U Z 00000 O ..pp .▪ .p O N N N n n 000 • M M 00000 nna4A 0OP.°o tat - 211 -d� egg 1$3 IX ji s£ IS gyps a t, 0 O r!..0.261 66 O•C P PN 885328 §§g8§ N 040 v1M N I V N N d V N P N co 32883 03001 fi F In 7FDiredion (N.5 MI�00 00 000000 ASAAAA N I N N N N 0040000 N N N N N N NNNYIN N .OO N N N N 000000 0400000 000000 N�7 M M M M N O N N N N P N P P P P N N N P N N P P P P 000000 0000,46 O00M00 0 3 N N N N .2..O. O O O O -000� o -N uO0vvu _0 00 0 rn 00 N 00 Me In X-Dirndion Mai r s i3kla r 141 i 'o c Z EZ E Y 8 15E] 112 3 E- 40.1 0j 0 0 0 O 0 N 0 0 NM M N en � a u it N as §g 00 Azg N 0 Design Sheet MAGNUSSON I KLEMENCIC ASSOCIATES IN Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Ile t. -6- O.4(IY \It 11, in 1), \ I t;4•-...';) 1:orrie21-10' 4fr Ei‘ L - Y 111,0C 9a).,e) levin ern cm f T r (Yf 9-0c,)c,) 4- '17 Lo 7I(- /O • • Iv\ I M'-. Cr) 64 14, D. r-1 FILE RX C?frt-(5 coklqib24,16-,-- = ( 442 rim Lk' Pt Aavkl,-1-k-1-7 oh it\ 41; 4/1 y.12- (p.5.to / •-• J\o) Ite - fc 4.5 7-cr •rc, o "4‘' , (05 7 O.'1 -A 1)-P; ;4.1lf ,9 014 VI. 9, 45 ies; (9,1 .)lf 91(27 TA y-1-17 , IA (>14- 4, s 4‘-- 7. C91 )/ 1 10; c?-) L . — Project: MOF Space Shuttle Gallery Date: 9/17/2010 Engineer: AGM Pile Point #s: 5 Pile Cap PC4 6 7 8 38 Pile Cap PC3 39 40 Typical Pile Cap PC2 1 2 Gnd 6 Pile Cap PC2 1 2 Grid A-5 Pile Cap PC2 1 2 LC # Pile 5 Pile Service Axial Load (k) Pile 6 Pile 7 Pile 8 Pile Service Axial Load (k) Pile 38 Pile 39 Pile 40 Pile Service Axial Load (k) Pile 1 Pile 2 Pile Service Axial Load (k) Pile 1 Pile 2 xile Service Axial Load (k Pile 1 Pile 2 SVC1C1 138.5 138.5 138.5 138.5 ' 82.9 84.0 84.0 125.3 125.3 178.9 115.8 117.2 25.2 SVC1C2 95.4 95.4 95.4 95.4 65.4 66.3 66.3 122.2 122.2 162.3 105.4 111.8 24.3 SVCLC3 58.5 58.5 58.5 58.5 23.7 24.0 24.0 121.6 121.6 132.6 86.8 110.8 24.1 SVCLC4 15.7 15.7 15.7 15.7 6.2 6.3 6.3 112.8 112.8 36.7 26.9 105.5 23.2 SVC1.C5 160.8 160.8 160.8 160.8 826 83.7 83.7 127.7 127.7 182.1 117.8 121.2 25.9 SVC1C6 136.9 136.9 136.9 136.9 64.8 65.6 65.6 126.5 126.5 168.2 109.1 119.3 25.6 SVCLC7 17.1 17.1 17.1 17.1 24.3 24.6 24.6 117.2 117.2 126.7 83.2 103.3 22.9 SVCLC8 -6.6 -6.6 -6.6 -6.6 6.5 6.6 6.6 110.4 110.4 33.6 25.0 101.4 22.5 SVCLC9 128.3 128.3 128.3 128.3 78.2 79.2 79.2 161.0 161.0 165.2 107.1 185.3 36.8 SVC1C10 96.0 96.0 96.0 96.0 65.1 65.9 65.9 158.6 158.6 152.8 99.3 181.3 36.1 SVCLC11 68.3 68.3 68.3 68.3 33.7 34.2 34.2 158.2 158.2 130.4 85.4 180.5 36.0 SVCLC12 36.2 36.2 36.2 36.2 20.6 20.9 20.9 155.8 155.8 118.0 77.6 176.5 35.3 SVCLC13 145.1 145.1 145.1 145.1 77.9 78.9 78.9 162.7 162.7 167.6 108.6 188.3 37.4 SVCLC14 127.1 127.1 127.1 127.1 64.6 65.4 65.4 161.9 161.9 157.1 102.1 186.9 37.1 SVCLC15 37.2 37.2 37.2 37.2 34.2 34.6 34.6 154.9 154.9 126.1 82.7 174.9 35.1 SVCLC16 19.5 19.5 19.5 19.5 20.9 21.1 21.1 149.8 149.8 115.6 76.1 173.5 34.8 SVCLC17 93.7 93.7 93.7 93.7 57.0 57.8 57.8 56.1 56.1 116.3 74.3 52.5 11.2 SVCLC18 50.6 50.6 50.6 50.6 39.5 40.1 40.1 53.0 53.0 99.7 64.0 47.1 10.2 SVCLC19 13.7 131 13.7 13.7 -2.2 -2.3 -2.3 52.4 52.4 69.9 45.4 46.1 10.1 SVCLC20 -29.1 -29.1 -29.1 -29.1 -19.7 -20.0 -20.0 43.6 43.6 -26.0 • -14.6 40.8 9.1 SVCLC21 116.0 116.0 116.0 116.0 56.7 57.4 57.4 58.5 58.5 119.4 76.3 56.5 11.9 SVCLC22 92.0 92.0 92.0 92.0 38.9 39.4 39.4 57.4 57.4 105.5 67.6 54.6 11.5 SVCLC23 -27.8 -27.8 -27.8 -27.8 -1.6 -1.6 -1.6 48.0 48.0 64.1 41.7 38.7 8.8 SVCLC24 -51.4 -51.4 -51.4 -51.4 -19.4 -19.6 -19.6 41.2 41.2 -29.1 -16.5 36.7 8.4 Max. Compression 160.8 160.8 160.8 160.8 82.9 84.0 84.0 162.7 162.7 182.1 117.8 188.3 37.4 Max. Compression w/110% Overload Factor 176.9 176.9 176.9 176 9 912 92 4 92.4 179.0 179.0 200.3 129.6 207.2 41.1 Max. Tension -51.4 -51.4 -51.4 -51.4 -19.7 -20.0 -20.0 41.2 41.2 -29.1 -16.5 36.7 8.4 Pile Point #s: 5 Pile Cap PC4 6 7 8 38 Pile Cap PC3 39 40 Typical Pile Cap PC2 1 2 Grid 6 Pile Cap PC2 1 2 Grid A-5 Pile Cap PC2 1 2 LC # Pile 5 Pile Ultimate Axial Load (k) Pile 6 Pile 7 Pile 8 Pile Ultimate Axial Load (k) Pile 38 Pile 39 Pile 40 Pile Ultimate Axial Load (k) Pile 1 Pile 2 Pile Ultimate Axial Load (k) Pile 1 Pile 2 ile Ultimate Axial Load (I Pile 1 Pile 2 Pu uplift -173.3 -173.3 -173.3 -173.3 -79.3 -80.3 -80.3 .-- --- --- --- --- --- ULT1 95.8 95.8 95.8 95.8 55.3 56.0 56.0 147.8 147.8 133.9 88.6 138.2 30.1 ULT2 95.7 95.7 95.7 95.7 55.1 55.8 55.8 175.7 175.7 125.0 82.4 145.3 30.4 ULTLC 1 177.3 177.3 177.3 177.3 107.0 108.4 108.4 169.1 169.1 221.7 142.7 157.9 32.5 ULTLC2 115.7 115.7 115.7 115.7 82.0 83.1 83.1 164.6 164.6 197.9 127.9 150.3 31.2 ULTLC3 63.1 63.1 63.1 63.1 22.4 22.7 22.7 163.8 163.8 155.4 101.3 148.8 30.9 ULTLC4 1.5 1.5 1.5 1.5 -2.6 -2.6 -2.6 151.2 151.2 18.5 15.7 141.2 29.6 ULTLC5 209.2 209.2 209.2 209.2 106.5 107.9 107.9 172.5 172.5 226.1 145.5 163.7 33.5 ULTLC6 3.8 3.8 3.8 3.8 23.3 23.6 23.6 157.5 157.5 147.1 96.1 138.2 29.1 ULTLC7 175.0 175.0 175.0 175.0 81.1 82.2 82.2 170.9 170.9 206.3 133.1 160.9 33.0 ULTLC8 -30.4 •30.4 .30.4 -30.4 -2.1 -2.2 -2.2 147.8 147.8 14.0 12.9 135.4 28.6 ULTLC9 136.8 136.8 136.8 136.8 83.2 84.2 84.2 84.7 84.7 170.2 108.9 79.2 16.9 ULTLCIO 75.2 75.2 75.2 75.2 58.2 58.9 58.9 80.2 80.2 146.5 94.1 71.6 15.5 ULTLC11 22.5 22.5 22.5 22.5 -1.5 •1.5 -1.5 79.4 79.4 104.0 67.5 70.1 15.3 ULTLC12 •39.1 -39.1 -39.1 -39.1 -26.4 •26.8 -26.8 66.8 66.8 •33.0 -18.1 62.5 14.0 ULTLC13 168.7 168.7 168.7 168.7 82.7 83.8 83.8 88.1 88.1 174.7 111.7 85.0 17.9 ULTLC14 -36.7 -36.7 -36.7 -36.7 -0.6 -0.6 -0.6 73 1 73 1 95.6 62 3 59 5 13.5 ULTLCI5 134.4 134.4 134.4 134.4 57.3 58.0 58.0 86.5 86.5 154.8 99.3 82.2 17.4 ULTLCI6 -71.0 -71.0 -71.0 -71.0 -26.0 -26.3 -26.3 63.4 63.4 -37.5 -20.9 56.7 13.0 Max. Compression 209.2 209.2 209.2 209.2 107.0 108.4 108.4 175.7 175.7 ' 226.1 145.5 163.7 33.5 Max. Tension -173.3 -173.3 -173.3 -173.3 -79.3 -80.3 -80.3 1.0 2.0 -37.5 -20.9 1.0 2.0 I: MusFlight5poce\Engineers \AGM\10_0917 PC Load Combinations.xls , Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT r n S"fi ���- i�{ � 11t„I SHEET LOCATION G✓T�!}v �', ih'r :J ' 1v� CLIENT DATE (;,1 10 BY 0-4(i PILE 1Nt\1.k1/ k 14, r: ' C.11,?''. t r).1 y J,4,: ; 4 11 Wei! / TP I ice,: ., , 0400 \E/Iyi, GNI fir; /1 D.2c t.'•• q n r _ �� r, ' a (Tr Vii; I �' • Dk-n I . . d y 1r�' 'f yve�c ._ L4J ala _ r 1 : b 5 t4 7712, d-. Jam' Vr2.V t\ -r. , wks siPfl c u 16 T�-A-1.15 0Q- y Ce,) " 22 in diam. Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation ,enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 09/22/10 Time: 17:02:40 Yv t r 1 r t uCx4I j'!«. • CJS e PGe-- 1)1k = I1; 9-4 iz.s +('!2Cwt p�G ca,P 300 — My (k -ft) 2 ' I6V I L /4- 1v 4' 2 '054+ 2,w 1.54 12 —2 -300 Gt4- Iv, co P = -173 kip -300 — Mx (k -ft) I I I 300 l' 8/1 UV�'i�t T L, iitA C' J pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: I:\MusFlightSpace\Engineers\AGM\Pile Caps\Pile Design\10 0922 MOF Project: MOF Space Shuttle Gallery Column: Pile Dowels fc=4ksi fy =60ksi Ec = 3605 ksi Es = 29000 ksi fc=3.4ksi e_u = 0.003 in/in Beta1 = 0.85 Confinement: Tied Engineer: AGM Ag = 380.133 inA2 As = 6.32 inA2 Xo =0.00 in Yo =0.00 in Min clear spacing = phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pile Fixed Head Moment in PC.col 5.51 in .104' (Zt 8 #8 bars rho = 1.66% Ix = 11499 inA4 Iy = 11499 inA4 Clear cover = 2.00 in L)17 CID .4I 22 in diam. Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation ,enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 10/03/10 Time: 19:55:16 PADIYI,C1,1T t=c j\ Lc 1IJ1rb Ply 00) ?C2 I I I I -300 P = -80 kip 300 — My (k -ft) -300 — Mx (k -ft) 300 pcaColumn v4.10. 15 day trial license. Locking Code: 4-24016. User: PM6, MKA File: I:\MusFlightSpace\Engineers\AGM\Pile Caps\Pile Design\10_0922 MOF Pile Fixed Head Moment in PC3.col Project: MOF Space Shuttle Gallery Column: Pile Dowels Engineer: AGM fc=4ksi fy =60ksi Ag=380.133inA2 7#7 bars Ec = 3605 ksi Es = 29000 ksi As = 4.20 inA2 rho = 1.10% fc = 3.4 ksi Xo = 0.00 in Ix = 11499 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 11499 inA4 Beta1 = 0.85 Min clear spacing = 6.56 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 CJi -141/41,1W12- I(1iY VYoYeNIT Tf 1Afr Thy 1Nro '1L Lcp PCn-} 22 in diam. Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation .enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 10/03/10 Time: 19:56:04 300 — My (k -ft) Mx (k -ft) I 1 I I I 1 1 M1 1 1 1 I -300 300 P=0kip -300 — KIO u?rT pcaColumn v4.10. 15 day trial license. Locking Code: 4-24016. User: PM6, MKA File: I:\MusFlightSpace\Engineers\AGM\Pile Caps\Pile...\10_0922 MOF Pile Fixed Head Moment in PC No Tension.col Project: MOF Space Shuttle Gallery Column: Pile Dowels Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 380.133 inA2 6 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 2.64 inA2 rho = 0.69% fc = 3.4 ksi Xo = 0.00 in Ix = 11499 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 11499 inA4 Beta1 = 0.85 Min clear spacing = 7.88 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 c vlY , -ttOw&Gt� 1>0 INTo ?IL- LAMP e FC2-11/4 0 0 y 0 0 o 22 in diam. Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 10/03/10 Time: 19:56:41 -300 P=-107 kip 300 — My (k -ft) Mx (k -ft) 1 1 1 1 I I I -300 — 300 pcaColumn v4.10. 15 day trial license. Locking Code: 4-24016. User: PM6, MKA File: I:\MusFlightSpace\Engineers\AGM\Pile Caps\Pile Design\10_0922 MOF Pile Fixed Head Moment in PC.col Project: MOF Space Shuttle Gallery Column: Pile Dowels Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 380.133 inA2 8 #7 bars Ec = 3605 ksi Es = 29000 ksi As = 4.80 inA2 rho = 1.26% fc = 3.4 ksi Xo = 0.00 in Ix = 11499 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 11499 inA4 detal = 0.85 Min clear spacing = 5.68 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ,,,20 'Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT ILA \A L1 , {s �, • p-Fa1`-1 \L- [, rte SHEET LOCATION CLIENT DATE pl 1 250, iv BY kms:.)/1 y D -1i nk.T_) OV` w -r z;z f not\\� InK 0/ 99.72 L- S L'(U tom • i; . 1-/\ = {^ c f- _s).._ -1U c cbo 4 •r `,f M h ° ;fes CTO\ISI (3\1) cr�l Y Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES 11 Structural + Civil Engineers PROJECT fy\Dv... pay\A _ SHEET LOCATION CLIENT DATE to BY N-1 -70 itj (te ti/s4-o) C) 1=vov1b .kAA-ia\Ai 171 t.-) --- 5 t-1 CMCAA144-- 0 -21 -Le 1 25 I t-) •X ch, •--5/4 4ir •;\ fot 44. 1 /5' r7 7- 015 4/ C. CoDc-cvx Ft;r„ O. 2-5 - 12)0Vsi Ut•-')/ ) (n=2.72',--/.; (b9.4Vr-1\ / ori tej 2 .0 - 4-e" "22(A fit 54 .1 4;1) 015 4--0 C -f.0 tio Te1,iz•ie- L 0 T.2 .5) = 0.6Pri)i .,J b'"/ 4' '3, 2 -1 - '7;00/ k.t,o1f1fr.tt, ,9.-iL)0(1:._ '41 ir D-+) C° Ct-e'l 9,1 0.11-27" i 4 OA -11-j' .`x (i) 94 7-7 1\1.;:_ L»1.- .„ (C) v Wiqk a, 1 (11) LesiCs-t1-1- -,' -bo\Nitai.c. 1?) -7), 5 7_1 0.2,72`' (i:) 1/451.1: Lk:1,i 11-1, Ili L022 Project: MOF Space Shuttle Gallery Date: 10/3/2010 Engineer: AGM Development of Deformed Bars in Tension Input Development Length Calculation db �t gje t.e 41s Cb Ktr (Cb + Ktr)/db L. (12.2.3) = 0.75 in 1 1 0.8 3 in 0 2.5 18 in Conservative I:\MusFlightSpace\Engineers\AGM\10_0927 Development Lengths in Concrete.xls Project: MOF Space Shuttle Gallery Date: 10/3/2010 Engineer: AGM Development of Deformed Bars in Tension Input gore f r�... r- Retnf? t �'A•L 3 aggRecrag,:. Development Length Calculation 0.875 in 1 1 1 1 1 Cb 3 in Ktr 0 (Cb + Ktr)/db 2.5 Ld (12.2.3) = Conservative 25 in NIto.✓! G }'! �`. i!v 1.45). + p l:\MusFlightSpace\Engineers\AGM\10_0927 Development Lengths in Concrete.xls A Project: MOF Space Shuttle Gallery Date: 10/3/2010 Engineer: AGM Development of Deformed Bars in Tension Input Development Length Calculation db 'Yt X 1 in Cb 3 in Ktr 0 Conservative (cb + Ktr)/db 2.5 Ld (12.2.3) = 29 in lT44,'Cowesb irkL I:\MusFlightSpace\Engineers\AGM\10_0927 Development Lengths in Concrete.xls Design Sheet PROJECT MAGNUSSON KLEMENCIC ASSOCIATES ,— ^11_' ` "It) sr v onty ' lvet i� tL (� /Z2/ lD chiral +Civil Engineers ���SHEET ( / LOCATION CLIENT DATE BY ANCiioR C * us__ \'/ b Fr -Pi / Gi?ior ANicgotz. 'Ro ssom kolt wt -I ii4 L. R} CT7 ON S -.SST t) 8 y K t 1. CoLi,rn1--1i u nC'r Lo Lrt1 ,, TO 'L. (.„,.) L �) Iq 7.3 st>~7Er:t-tA NEAiz LUG fi'r RM r T>1.41 >~2 i-tegt;tfrnI'� 13 7,1'1 k \'y : )' k plc c%Tu i f Sb,3 kip. 12 _62.11z CAFAC'T'{ 54 oWJlel`/aueipiP}L- CAtC Coua�SP 0- �� 64g5 ��xr,;; PODS L. , (C',e1 c> jai ( Nt_ 1,410 '” t% rti L. C . r. E.1 IH ° Lal ,tn,, �` .`'j • cl - l 1,4 p,cx ; , 5 Li 1� crc Of' — %;r» -•> O.3yu ougtirTierEici 1/2. C L' j 1' )6:11c 2?.bt�-Ifil !.;i2 15-® Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT oF f�{,}Tr L (��� � SHEET LOCATION CLIENT DATE 7/31/10 BY E!-)1( WE -sr BW%(,ED Cawn t i)EE NATE -J12/Jf3 R A rI O r-1.0 S V0 =4271 tc, " 240 1‹ )40- b$is FCftL_S.0 f} )'. Gt r!_: r To gASr r u i77.b k VRit= 9:3k ' R,: ` q•--1\t-h-1 L )SSEV -to g; .YE— NATE_ WI:, L ,} z3" 1"4 :. w�i ��_ 0.3 )'/!'a I 11-11,{ Ac Frz Ggt i`"01,C: hT cpctrrt.ri 0k -tf ol.i 3 jy-L ( j R.t!`• Inc'. .T '..qt: c,l.!:-1c1 41.E 98 G•�Sxc..�1:.sT�ivi u CT -(0 Ai -1 f.4c i-�Il.•til f i,2?►5-6 t SUPERSTRUCTURE SUPPLEMENTAL CALCULATIONS v ■ MAGNUSSON KLEMENCIC ASSOCIATES . Jesign Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT IMF S+iufrL� CA. ER SHEET LOCATION CLIENT DATE 130/Ip BY DiK ti;E-Sf gSWCED Woe - cowrnA aptsr -3%\/JI-1 suppc- —kAEh{ i AW c t..wL f0 lk QQ f Jpi-0Ni 15, sSJmc 'TOTAL SIEAR ii> j3F_ TRA+-ISFER.r.r f Tz STl'_r-� -ME/ir �4T gR PU}TF IS c_ to L To T1 -1T= Sv►MMr7r -fur-1 v1= T1irE TWO 012-T06(011-- RI E. RT=J-c nor -1S Rol = 13s.L1 k Mu ix = K .1 " _ 506.x( C ivl�x . \)Et_ T, 126.6k4-t3;-4VDI L< 5411.6 k-1+4 = 2.77 k//q CPrn : I. 39 Z x .5., i \-6 = rr ru s = 7.0 > >> -� 4‘ Ruek It 1' 11 J1l 1301 'Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT *OF awn -LE apitEjq SHEET LOCATION CLIENT DATE Sj2S(0 BY T3K sem. ifs C€.51 614 11Z'{ 6I'z1- * Q.s2. k= 3.31( 4lY_r sztEWFiGt{r 3.3 O. INS —� c1u z0= 0.36`• 0,9x36 4:.,51 -T-NS { L! Rt. VTO ?..r ,3k 4"FJ es,i�a�b��j ' d,o� I�� -' - 0,1z"4- x,32"-O-ycj" 1 T14REPo s Ci( • Rikin cagy FILE COPY N, PermR Na STRUCTURAL CALCULATIONS Structural ® Permit Volume 1: Basis of Design Museum of Flight Space Shuttle Gallery Tukwila, Washington Ie� August 18, 2010 tot0-2.2.0 REVIEWED CODECOMPuc - APPROVED OCT 2 5- 2010 otTulata BUILDING DIVISION RECEIVED AUG 192010 PERMIT CENTER MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101-2699 7: 206 292 1200 F: 206 292 1201 • • MAGNUSSON KLEMENCIC ASSOCIATES ■ VOLUME 1: BASIS OF DESIGN STRIJCTIIRAI RASIS OF DESIGN Project Description Building Codes Loading Criteria Materials GEOTECHNIAL ENGINEERING SERVICES REPORT BY GEOENGINEERS DATED JULY 20, 2010 VOLUME 2: STRUCTURAL CALCULATIONS 2.0 EXECUTIVE SUMMARY - LATERAL DESIGN 2.1 Lateral Design Step 1: Lateral Load Determination 2.1.1 Task 1: Calculate the Seismic Weight of the Structure 2.1.2 Task 2: Determine the Code Base Shear and Response Spectrum for the Permanent Building Condition 2.1.3 Task 3: Determine the Code Bose Shear and Response Spectrum for the Temporary Building Condition 2.1.4 Task 4: Determine the Code Wind Loading for the Permanent Building Condition 2.1.5 Task 5: Determine the Code Wind Loading for the Temporary Building Condition 2.1.6 Task 6: Establish the Static and Dynamic Load Combinations 2.2 Lateral Design Step 2: Building Analysis and Design 2.2.1 Task 1: Build Linear Elastic Computer Model in SAP2000 of the Lateral Load -Resisting System for the Permanent and Temporary Conditions 2.2.2 Task 2: Verification of Structural Irregularities 2.2.3 Task 3: SAP2000 Analysis Results 2.2.4 Task 4: Design the Braced Frames 2.2.5 Task 5: Design the Building Columns 2.2.6 Task 6: Design the Wind Girts 2.2.7 Task 7: Design the Lobby Lateral Load -Resisting System 2.2.8 Task 8: Design the Diaphragms and Collectors 2.2.9 Task 9: Design the Piles and Pile Caps 2.2.10 Task 10: Design the Grade Beams Structural Calculations Table of Contents F Fi Museum of Flight Space Shuttle Gallery, Tukwila, Washington • • MAGNUSSON a KLEMENCIC ASSOCIATES IN VOLUME 2: STRUCTURAL CALCULATIONS (CONT.) 3.0 EXECUTIVE SUMMARY - GRAVITY DESIGN 3.1 Gallery Roof Truss Design 3.1.1 Gallery Roof Truss Design Criteria 3.1.2 Gallery Roof Truss Analysis and Design 3.1.3 Gallery Roof Truss Connections 3.1.4 Gallery Roof Truss Elevations 3.2 Gallery Roof Framing Design 3.2.1 Gallery Roof Framing Design Criteria 3.2.2 Gallery Roof Framing Design 3.2.3 Gallery Roof Plan 3.3 Lobby Roof Framing Design 3.3.1 Lobby Roof Framing Design Criteria 3.3.2 Lobby Roof Framing Design 3.3.3 Lobby Roof Plan 3.4 Gallery Shuttle Pod Design 3.4.1 Gallery Shuttle Pad Design Criteria 3.4.2 Gallery Shuttle Pad Analysis and Design 3.5 Slab on Grade Design 3.5.1 Slab on Grade Design 4 0 MISCELLANEOUS DESIGN 4.1 Fire Separation at the Space Shuttle Gallery -904 Interface Structural Calculations Table of Contents ;c+ �'' '" ci 4+ It iC, ,y'}r�'�j r^r l:". �j 7€#:-r.a7:S:}Z.5... - 1� �`t�,#.;i�-5��"�St:?� Museum of Flight Space Shuttle Gallery, Tukwila, Washington • MAGNUSSON KLEMENCIC ASSOCIATES @S PROJECL DESCRIPTION The Museum of Flight Space Shuttle Gallery is located in Tukwila, Washington and will be constructed in the existing parking lot adjacent to the Museum of Flight Airpark. The building will contain approximately 15,000 gross square feet of enclosed area. The building will be the permanent gallery space for the space exhibit at the Museum of Flight. The structural systems for the various building components are summarized below: FOUNDATION The foundation system will consist of driven steel piles with concrete pile caps and concrete grade beams. The shuttle will be supported by o pile -supported structured slab and the remaining floor ores will be supported by a slab on grade. All foundation elements will be sized in accordance with the recommendations of the GeoEngineers geotechnical report, July 20, 2010. ROOF FRAMING The gallery roof framing consists of long -span structural steel trusses spaced at approximately 28'-0" o.c. supported by perimeter columns. Roof purlins span between trusses and support metal roof deck. The lobby roof framing consists of structural steel framing supporting a 21/2" on 3" NW concrete slab over metal deck. LATERAL FORCE -RESISTING SYSTEM Lateral forces will be resisted by Ordinary Steel Concentrically Braced Frames located around the perimeter of the gallery. BUILDING CODES The project is designed in accordance with the following building and material codes: BUILDING CODE • International Building Code, 2009 Edition C 2009) with reference to ASCE 7-05 • MATERIAL CODES • Reinforced Concrete: American Concrete Institute, Building Code Requirements for Structural Concrete and Commentary, ACI 318-05. • Structural Steel: American Institute of Steel Construction, Steel Construction Manual, Thirteenth Edition, AISC 2005. Basis of Design Museum of Flight Space Shuttle Gallery, Seattle, Washington • MAGNUSSON KLEMENC IC ASSOCIATES LOADING CRITERIA A summary of the project -specific loading criteria follows. This loading meets or exceeds the requirements of the IBC and incorporates loading requirements specific to this project. GRAVITY LOADING The following loads are in addition to the self weight of the structure. The minimum loading requirements have been taken from Table 1607.1 of the IBC. For more detailed gravity loading assumptions, refer to the load maps included in the structural drawings. Live loads are reduced where permitted in accordance with Section 1607.9 of the IBC. Loads are given in pounds per square foot (psf). Use Table 1. Gravity Loads Live Loading Superimposed Dead Loading Gallery 100 psf (not reduced) 15 psf Lobby 100 psf (not reduced) 15 psf Lobby Roof 125 psf (not reduced) 20 psf Gallery Roof 25 psf (uniform snow) 15 psf In addition to these uniform slab loads, a perimeter dead Toad is applied to the structure to account for the weight of the cladding system. Table 2. Cladding Loads Load Type Load (psf) Exterior Cladding (curtain wall) 15 psf (wall area) WIND DESIGN CRITERIA Wind loading is in accordance with the IBC and ASCE 7 requirements. In addition, project -specific wind tunnel testing was performed by Wind Tunnels Incorporated of Ontario, Canada. Basis of Design Museum of Flight Space Shuttle Gallery, Seattle, Washington • Table 4. Wind Design Criteria Parameter Value Basic Wind Speed, 3 -second gust UVJ 85 mph Exposure B Importance Factor (/„J 1.15 Enclosure Classification Enclosed Internal Pressure Coefficient (Gc) 0.18 Mean Roof Height (h) 55 feet Basis of Design MAGNUSSON KLEMENCIC ASSOCIATES R Museum of Flight Space Shuttle Gallery, Seattle, Washington • • MAGNUSSON KLEMENCIC ASSOCIATE'_ 6 SEISMIC DESIGN CRITERIA Seismic Toads are in accordance with the IBC and ASCE 7 requirements. Table 5. Seismic Design Criteria Parameter Value Building Latitude 47.52°N Building Longitude 122.30°W Occupancy Category III Importance Factor (IJ 1.25 Mapped Spectral Acceleration S = 1.52; S, = 0.52 Site Class E Site Class Coefficients f = 0.9; F. = 2.4 Spectral Response Coefficients Sas = 0.912; So, = 0.832 Seismic Design Category D Lateral System Ordinary Steel Concentrically Braced Frames Response Modification Coefficient (R) 3.25 Seismic Response Coefficient North-South: C, = 0.351 East-West: C, = 0.351 Design Base Shear North-South: V= 254 kips East-West: V= 254 kips Analysis Procedure Used Modal Response Spectrum Analysis MINIMUM LATERAL FORCE A notional Toad equal to 1 percent of the building's weight is considered as the minimum lateral design force for the building. Basis of Design Museum of Flight Space Shuttle Gallery, Seattle, Washington ,3 • MAGNUSSON KLEMENCIC ASSOCIATES @ MATERIALS The material properties used for the design include ifhe following: Table 6. Structural Steel Properties Member Standard, Strength Wide Flange Shapes ASTM A992, Fy = 50 ksi Round HSS Sections ASTM A500, Grade B, Fy = 42 ksi Pipe Sections ASTM A53, Type E or S, Grade B, Fy = 35 ksi Angle and Channel Sections ASTM A36, Fy = 36 ksi Miscellaneous Plates and Connection Material ASTM A572, Fy = 50 ksi High -Strength Bolts 7/8" diameter and smaller ASTM A325 1" diameter and larger ASTM A490 Anchor Rods 3/4" diameter and smaller F1554 Gr 36 1" diameter and larger F1554 Gr 105 Table 7. Concrete Properties Member Strength* Miscellaneous Concrete, Sidewalks, Curbs Structured Slab and Slab on Grade Pile Caps and Grade Beams Concrete on Steel Deck '28 -day strength, unless noted otherwise. Basis of Design = 3.0 ksi fc = 4.0 ksi = 4.0 ksi fc = 4.0 ksi Museum of Flight Space Shuttle Gallery, Seattle, Washington • Table 8. Reinforcement and Post -Tensioning Properties Standard Strength ASTM A615, Grade 60 fy =60 ksi Basis of Design MAGNUSSON KLEMENCIC ASSOCIAT'.S Museum of Flight Space Shuttle Gallery, Seattle, Washington Geotechnical Engineering Services Museum of Flight Space Shuttle Gallery Tukwila, Washington for Museum of Flight July 20, 2010 GEOENGINEERS_ 8410 154th Avenue NE Redmond, Washington 425.861.6000 7 Geotechnical Engineering Services Museum of Flight Space Shuttle Gallery Tukwila, Washington Prepared for. Museum of Flight 9404 East Marginal Way Seattle, Washington 98108 Attention: Ed Renouard Prepared by: GeoEngineers, Inc. 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 File No. 8039-008-00 July 20, 2010 Nancy L Tochkr, PE David A. Cook, LG, Senior Geotec n'cal Engineer Principal Bo Fadden, PE, LEG Principal NLTJJMmIu cc Seneca Group (via email) Magnusson KJemencic Associates (via email) SRG Partnership Inc. (via email) Disclaimer. Any electronic form, facsimile or hard copy of the original document (email, text table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Copy11ghtc0 2010 by GeoEngineers, Inc. AU rights reserved. GEOENGINEERSf 8 •.i Table of Contents INTRODUCTION 1 PROJECT DESCRIPTION •»•-»•••»•-»1 PREVIOUS STUDIES 2 FIELD EXPLORATIONS AND LABORATORY TESTING 2 Field Explorations 2 Soil Physical Properties Testing 2 Soil Chemical Analytical Testing 2 SITE CONDITIONS4 Setting and Site Geology 4 Surface Conditions 4 Subsurface Conditions 4 Soil Conditions 4 Groundwater Conditions 5 CONCLUSIONS AND RECOMMENDATIONS 5 General 5 Earthquake Engineering 6 Regional Seismicity 6 2009 IBC Seismic Design Information 7 Liquefaction 8 Lateral Spreading 8 Surface Fault Rupture 9 Deep Foundations 9 General 9 Axial Capacity 9 Lateral Capacity 9 Pile Settlement 11 Preliminary Pile Drivability Analysis 11 Pile Load Testing 12 Construction Considerations 12 Shallow Foundation Support 13 Slab -On -Grade -Floors 13 General 13 Consolidation Settlement Considerations 14 Subgrade Preparation 15 Design Parameters 15 Drainage Considerations 16 Foundation/Slab Drain 16 Underslab Drain 16 Retaining Walls 16 Cast -in -Place Walls 16 Drainage 17 GEOENGINEERS� July 20,2010 1 Page Re No. 8039-008-00 9 • • •) Table of Contents (continued) Earthwork and Structural Fill 17 Excavation Considerations 17 Temporary Cut Slopes 18 Subgrade Preparation 18 Erosion and Sedimentation Control 19 Structural Fill 20 Utility Trenches 21 Pavement Recommendations 21 Subgrade Preparation 21 Asphalt Pavement 21 LIMITATIONS..»..... .».»»..»..»...» ...............»22 REFERENCES ..» »..».22 UST OF TABLES Table 1. Space Shuttle Gallery Property UST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Cross Section A -A' Figure 4. Deflection VS Depth, Fixed -Head Condition, Static Soil Profile Figure 5. Moment VS Depth, Fixed -Head Condition, Static Soil Profile Figure 6. Shear VS Depth, Fixed -Head Condition, Static Soil Profile Figure 7. Deflection VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 8. Moment VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 9. Shear VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 10. Deflection VS Depth, Free -Head Condition, Static Soil Profile Figure 11. Moment VS Depth, Free -Head Condition, Static Soil Profile Figure 12. Shear VS Depth, Free -Head Condition, Static Soil Profile Figure 13. Deflection VS Depth, Free -Head Condition, Liquified Soil Profile Figure 14. Moment VS Depth, Free -Head Condition, Liquified Soil Profile Figure 15. Shear VS Depth, Free -Head Condition, Liquified Soil Profile Figure 16. Deflection VS Depth, Fixed -Head Condition, Static Soil Profile Figure 17. Moment VS Depth, Fixed -Head Condition, Static Soil Profile Figure 18. Shear VS Depth, Fixed -Head Condition, Static Soil Profile Figure 19. Deflection VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 20. Moment VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 21. Shear VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 22. Deflection VS Depth, Free -Head Condition, Static Soil Profile Figure 23. Moment VS Depth, Free -Head Condition, Static Soil Profile Figure 24. Shear VS Depth, Free -Head Condition, Static Soil Profile Figure 25. Deflection VS Depth, Free -Head Condition, Liquified Soil Profile Page ii 1 July 20, 2010 I GeoEngineers, Inc. Re No. 8039-008-00 10 Table of Contents (continued) Figure 26. Moment VS Depth, Free -Head Condition, Liquified Soil Profile Figure 27. Shear VS Depth, Free -Head Condition, Liquified Soil Profile APPENDICES Appendix A. Field Explorations Figure A-1 - Key to Exploration Logs Figure A-2 through A-5 - Log of Borings Figure A-6 - Cone Penetrometer Data Appendix B. Soil Physical Properties Testing for Geotechnical Engineering Purposes Figure 13-1 - Atterberg Limits Test Results Figure 8-2 - Consolidation Test Results Appendix C. Soil Chemical Analytical Testing for Environmental Purposes Appendix D. Report Limitations and Guidelines for Use GEOENGINEERQ July 20, 2010 1 Page iii We No.8033008-00 11 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY o Tukwila, Washington INTRODUCTION This report presents the results of our subsurface explorations and geotechnical evaluation for design of the Space Shuttle Gallery at the Museum of Flight in Tukwila, Washington. The project site is shown relative to surrounding physical features on the Vicinity Map (Figure 1) and the Site Plan (Figure 2). The purposes of this study were to review existing geotechnical information and to complete additional subsurface explorations at the project site as a basis for providing geotechnical engineering conclusions and recommendations for the final design and construction of the proposed Space Shuttle Gallery. Our services were completed in general accordance with our proposal dated April 26, 2010. Our specific scope of services for the geotechnical engineering services included: • Reviewing previous explorations completed in the vicinity of the site; ■ Completing additional borings and a cone penetrometer test (CPT) to characterize the subsurface conditions at the site; • Performing analyses for seismic design and building foundation and floor slab support; and • Preparing this geotechnical engineering report. Preliminary recommendations for the project were prepared and presented in our memorandum titled Summary of Anticipated Subsurface Conditions and Preliminary Recommendations dated May 3, 2010. The preliminary recommendations at that time were based on the subsurface conditions encountered in the vicinity of the pedestrian bridge completed in 2008 and our experience on other nearby projects, namely the Aviation High School project. In general, the subsurface conditions encountered in the explorations recently completed for the project are similar to those encountered in the vicinity of the pedestrian bridge, and the recommendations presented in this report are similar to those presented in the memorandum. PROJECT DESCRIPTION The Space Shuttle Gallery will be located on the west side of East Marginal Way immediately north of the existing 9-04 building, which is currently the Museum's archive facility. The gallery will be about 140 feet long east to west and about 100 feet in width. The gallery is angled relative to the 9-04 building, such that the southeast corner of the building will be 20 feet southeast of the existing corner of the 9-04, encompassing a portion of the northeast corner of the 9-04 building. The gallery will be designed as an unobstructed open space, with support columns located along the perimeter of the building. We understand that the foundation will be supported on 18 -inch -diameter steel pipe piles, and that the finished slab will be at Elevation 17.8 or 18 feet. Existing grades across most of the area are at about elevation 16 to 16.25. Thus, we anticipate that about 1 foot of fill will be placed over the existing paved surface to achieve the bottom of slab design elevation. GEOENGINEER.g July 20, 2010 I Page 1 Rio no. 8039-008-00 12 r MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY a Tukwila. Washington PREVIOUS STUDIES GeoEngineers reviewed the Togs of explorations completed as part of previous studies in the vicinity of the project site. The majority of the previous explorations are located south of the project site in the vicinity of the pedestrian bridge, and west and north of the site as part of previous site planning and environmental studies completed by others. The location of one cone penetration test (CPT -3) located near the west end of the pedestrian bridge is shown in Figure 2. We also reviewed the explorations recently completed for design of the Aviation High School, located about 600 feet to the north. FIELD EXPLORATIONS AND LABORATORY TESTING Field Explorations The subsurface conditions at the site were further evaluated by completing four borings (GEI-1 through GEI-4) and one CPT sounding (CPT -1). The borings were completed using mud -rotary drilling equipment; boring GEI-lextended to a depth of about 141.5 feet and the remaining borings extended to a depth of about 15.5 feet. The CPT extended to a depth of 105 feet. The approximate locations of these explorations are shown in Figure 2. A detailed description of the field exploration program and the Togs of the borings and the CPT sounding are presented in Appendix A. One -inch -diameter HDPE tubing and a thermistor string were installed in GEI-1 to a depth of about 110 feet to allow for a future geothermal test, if the Museum elects to proceed with a geothermal study. Soil Physical Properties Testing Soil samples were obtained during the drilling and taken to GeoEngineers' laboratory for further evaluation. Selected samples were tested for the determination of moisture content, percent fines, Atterberg limits (plasticity characteristics), and consolidation characteristics. The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM). A description of the laboratory testing and the test results are presented in Appendix B. Soil Chemical Analytical Testing Eight discrete soil samples (B-1-2.5, B-4-2.5; B-2-2.5, B-3-2.5; B-1-5.0, 8-2-5.0, B-3-5.0 and B-4-5.0) were obtained from the four borings and composited into three samples for chemical analytical testing. The three composite samples were: • Sample A, which represented the samples B-1-2.5 and B-4-2.5, is Sample B which represented the samples B-2-2.5 and B-3-2.5, and • Sample C which represented the samples B-1-5.0, B-2-5.0, B-3-5.0 and B-4-5.0. Each composite sample represents a (1) geographic location and (2) specific geologic lithology and/or depth. For example, Sample A represents soil obtained from a depth of 2.5 feet bgs along the west half of the project area; Sample B represents soil obtained from a depth of 2.5 feet bgs Page 2 [July 20, 2010 I GeoEngineers, Inc. Re No. 8039-008-00 13 •) MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY a Tukwila, Washington from the east half of the project area; and Sample C represents soil from a depth of 5 feet bgs across the entire project area. The purpose of soil sampling and chemical analytical testing was to evaluate the potential for hazardous substances to be present in soil that may be excavated during development of the Space Shuttle Gallery project. The results of the chemical testing will be used to make decisions with regard to the appropriate management, reuse and/or offsite export (and disposal, if warranted) of excess soil that cannot be reused for construction purposes. Samples obtained for chemical analytical testing were placed in laboratory -prepared vials/jars for chemical analytical testing at OnSite Environmental Inc. (OnSite) in Redmond, Washington. A portion of each discrete sample was also placed in a plastic bag for field screening (visual, water sheen screening and headspace vapor screening). Field screening methods are described in Appendix A. Field screening evidence of contamination was not observed in soil samples obtained from the borings. Samples obtained for chemical analytical testing were placed in a cooler with ice for transport to the chemical analytical laboratory. Standard chain -of -custody procedures were followed in transporting the soil samples to the laboratory. Each of the samples (Sample A, Sample B and Sample C) were submitted for chemical analysis of one or more of the following • Gasoline -range petroleum hydrocarbons by Northwest Method NWTPH-Gx; • Diesel- and heavy oil -range petroleum hydrocarbons by Northwest Method NWTPH-Dx; • Volatile organic compounds (VOCs) and benzene, ethylbenzene, toluene and xylenes by EPA Method 8260B; • Polycyclic aromatic hydrocarbons (PAHs) using EPA Method 8270D/SIM; • Polychlorinated biphenyls (PCBs) by EPA Method 8082; and • Total metals using EPA Methods 6000/7000 series. Contaminants of concern were not detected in each of the samples submitted for analysis with the following exceptions: • Non -carcinogenic PAHs (phenanthrene, fluroanthene and pyrene) were detected in Sample A. The detected concentrations of fluoranthene and pyrene are less than the Model Toxics Control Act (MTCA) Method B Cleanup levels of 3,200 milligrams per kilogram (mg/kg) and 2,400 mg/kg, respectively. MTCA cleanup levels are not established for phenanthrene. • Barium and chromium were detected in each of the samples submitted for analysis. The detected concentration of barium is less than the MTCA Method B cleanup level of 2,000 mg/kg in each of the samples. The detected concentration of chromium is Tess than the MTCA Method A cleanup levels of 2,000 mg/kg for chromium Ill and 19 mg/kg for chromium Vt, and less than natural background (48 mg/kg) per Ecology's "Natural Background Soil Metals Concentrations in Washington State" dated October 1994. GEOENGINEERS July 20, 2010 1 Page 3 Rb No 8039-008-00 14 r MUSEUM OF RJGHT SPACE SHUTTLE GALLERY a Tukwila, Washington Based on the chemical analytical results soil within the project area does notrepresent a threat to human health and the environment. As a prudent measure, attempts should be made to reduce export of soil generated during construction. If soil requires export, the contractor should notify the Museum of Flight and arrange for an appropriate receiving facility. The chemical analytical results can be used for notifying the receiving facility of the nature of the testing completed. Chemical analytical results are summarized in Table 1. The OnSite laboratory report is included in Appendix C. SITE CONDITIONS Setting and Site Geology The project site is located on the west side of East Marginal Way South in Tukwila, Washington, as shown in Figure 1. The project site is situated about 700 feet east of the Duwamish River. Immediately south of the project site is the 9-04 building, originally built by Boeing in the 1996 or 1997, and currently used by the Museum for their archive facility. Published geologic information for the project vicinity includes a United States Geological Survey Map titled "Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington" (Yount et al., 1993) and "The Geologic Map of Seattle - A Progress Report" (Troost et al., 2005). The surficial soils in the vicinity of the site are mapped as alluvial deposits and modified land. The alluvial deposits generally consist of interbedded layers of soil ranging from clay to sand and gravel. These soils were deposited across the valley by the meandering of the Duwamish River, are as much as 250 feet thick and are poorly consolidated. The modified land in this area is typically dredged fill placed to develop Boeing Field and adjacent industrial areas. Surface Conditions The site is relatively level and mainly covered with pavement. An existing small structure used by the Museum as the entry gate to the outdoor air park is present across the northeast corner of the site. An existing fence is present from the north side of the 9-04 building extending to the entry structure. The existing 9-04 building is a single -story structure supported on augercast piles. The plans indicate that the floor for the building is structurally supported on piles. The depth of the piles was not indicated on the plans and is unknown at this time. Based on similar buildings supported on augercast piles in the area, we anticipate that the piles extend about 50 feet below existing grades. Subsurface Conditions Soil Conditions In general, four soil types were encountered in the explorations completed across the site: fill, upper alluvial deposits, finer -grained Iacustrine silt, and dense estuarine deposits. The upper 5 to 6 feet of soil across the site consists of loose to medium dense sand with variable amounts of silt. This material is likely fill derived from native soils placed during past dredging activities or placed as part of past development activities. The fill is underlain by granular alluvial deposits consisting Page 4 I July 20, 2010 I GeoEngineers, Inc. File Na 8039-00800 15 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY 0 Tukwila, Washington of loose to medium dense sand to silty sand with occasional interbedded layers of silt and sandy silt. At a depth of about 65 feet, the upper granular alluvial deposits are underlain by very soft to medium stiff silt with varying amounts of organic matter (Iacustrine fine-grained soils). This deposit was encountered to depths of about 95 to 96 feet. The Iacustrine fine-grained soil deposits are underlain by dense to very dense sand and gravel deposits which contain some shell fragments, suggesting that they were deposited in an estuarine environment. CPT -1 met refusal in this deposit at a depth of 105 feet. Boring GEI-1 encountered a lower Iacustrine layer below the dense to very dense sand and gravel deposits at a depth of about 115 to 118 feet. At a depth of 135 feet, dense silty sand underlain by very stiff silt was encountered. Boring GEI-1 was terminated at a depth of 141.5 feet in the very stiff silt deposit. A generalized subsurface profile along the east -west axis of the building area is shown in Figure 3. Groundwater Conditions Groundwater was generally encountered during drilling at depths ranging from 4 to 10 feet below the ground surface. Groundwater conditions should be expected to fluctuate as a function of season, precipitation, and tidal fluctuations of the Duwamish River and other factors. CONCLUSIONS AND RECOMMENDATIONS General Based on the results of our subsurface explorations and our geotechnical engineering evaluations, it is our opinion that the planned Space Shuttle Gallery may be developed successfully as planned. In our opinion, deep foundations will be necessary to support the structure because of the magnitude of liquefaction settlement that could occur during the design earthquake. We understand that the Museum has decided to support portions of the floor slab on grade for economic considerations. At this time, the center portion of the floor slab oriented east -west which will support the Space Shuttle will be structurally supported on pile foundations. The other two sections of the floor slab to the north and south of the center strip will be supported on -grade but structurally tied into the center slab and perimeter foundation. The on -grade portions of the floor slab will be susceptible to damage if a seismic event results in liquefaction of the underlying loose granular deposits. The Museum should be prepared to repair and/or replace portions of the slab if liquefaction results in significant settlement underneath the slab. It is also our understanding that the intent is to leave as much of the existing asphalt pavement in place as possible under the slab; however, the asphalt pavement may be broken up to facilitate excavation for foundations, utilities and other building elements. At this time, we understand that either 16- or 18 -inch -diameter steel pipe piles will be selected for support of the building and the center portion of the floor slab supporting the Space Shuttle. The use of steel pipe piles may also allow for installation of ground source heat pump (aka GHP, geothermal or geoexchange) inductor piping inside the pile, which could reduce overall costs of installing a ground source heat pump system as a supplemental HVAC heating and cooling source. As described previously, a one -inch -diameter HDPE tubing and a thermistor string were installed in GEI-1 to allow for a future geothermal test. The tubing and thermistor string are currently protected GEOENGINEERS_g July 20, 2010 1 Page 5 Me 00 6039-00800 16 • MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY ■ Tukwila, Washington by a flush monument. The location of GEI-1 was positioned to be outside the footprint of the budding, but the building was lengthened close to the time the drilling was completed. We suggest that the Museum confirm whether the monument for GEI-1 is far enough outside the footprint of the building such that it could be protected if the Museum decides to delay completing a geothermal study. A summary of the primary geotechnical considerations related to site development is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. • The results of our liquefaction analyses indicate that layers of sand present below the site to an approximate depth of 65 feet and are susceptible to liquefaction during a design -level earthquake. Liquefaction is characterized by the Toss of soil strength in soils located below the groundwater level during seismic shaking which results in ground settlement. We estimate that ground settlement in the range of 6 to 10 inches could occur during a design earthquake. • We recommend that the building be supported on pile foundations. Recommendations are presented for driven steel pipe piles which extend through the liquefiable upper alluvial deposits and the compressible lower lacustrine deposits, and bear in the lower alluvial/estuarine deposits. We anticipate that the required pile length will be about 100 feet, depending on the design depth of the pile cap. Care should be taken during the installation of the piles to not driven the piles too far into the dense deposits because of the presence of an underlying compressible lacustrine deposit. • The on -grade portions of the slab should be designed such that the structural connections between the slab and the pile supported elements will not create additional lateral loading on the piles if liquefaction were to occur. • We estimate that the on -grade portions of the floor slab may experience between about - and 3/4 - inch of settlement due to the weight of new fill and the concrete floor slab, the amount depending on whether the center slab section is pile supported. We also expect that small settlements, on the order of 1/4- to Vr inch, could occur below the 9-04 building after the new fill and floor slabs are placed. This settlement is expected to be gradual and extend over a relatively large portion of the building as the soft silt encountered at depth in excess of 65 feet compresses below the new loads. • Driving piles will vibrate the 9-04 building. However, as the building is pile supported, in our opinion damage from vibrations should be minimal. However, the vibrations may be uncomfortable to employees or other people inside the 9-04 during driving. Specific recommendations for design and construction of the bridge are presented in subsequent sections of this report. Earthquake Engineering Regional Seismicity The Puget Sound region is located at the convergent continental boundary known as the Cascadia Subduction Zone (CSZ), which extends from mid -Vancouver Island to Northem California. The CSZ is the zone where the westward advancing North American Plate is overriding the Page 6 I July 20, 2010 1 GeoEngineers, Inc. Re No. 8039-008-00 17 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY a Tukwila, Washington subducting Juan de Fuca Plate. The interaction of these two plates results in three potential seismic source zones: (1) a shallow crustal source zone; (2) the Benioff source zone; and (3) the CSZ interplate source zone. The shallow crustal source zone is used to characterize shallow crustal earthquake activity within the North American Plate at depths ranging from 3 to 19 miles below the ground surface. The Seattle Fault Zone is considered a shallow crustal source zone. The site is located very close to the current geologic interpretation of the southernmost strand of the east -west trending Seattle Fault Zone. The most recent major earthquake on the Seattle Fault Zone is estimated to have occurred about 1400 years ago. The Benioff source zone is used to characterize intraplate, intraslab or deep subcrustal earthquakes. Benioff source zone earthquakes occur within the subducting Juan de Fuca Plate at depths between 20 and 40 miles. In recent years, three Targe Benioff source zone earthquakes occurred that resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 and had a Richter magnitude of 7.1. The second earthquake, which was centered between Seattle and Tacoma, occurred in 1965 and had a Richter magnitude of 6.5. The third earthquake, which was located in the Nisqually valley north of Olympia, occurred in 2001 and had a Richter magnitude of 6.8. The CSZ interplate source zone is used to characterize rupture of the convergent boundary between the subducting Juan de Fuca Plate and the overriding North American Plate. The depth of CSZ earthquakes is greater than 40 miles. No earthquakes on the CSZ have been instrumentally recorded; however, through the geologic record and historical records of tsunamis in Japan, it is believed that the most recent CSZ event occurred in 1700. 2009 IBC Seismic Design Information We anticipate that the gallery will have a period of vibration of less than 0.5 seconds. Even though potentially liquefiable soils are present at the site, the 2009 International Building Code (IBC) allows the use of non -liquefiable soil parameters for seismic design of low period structures. Thus, we recommend the use of the following 2006 IBC parameters for site class, short period spectral response acceleration (Ss), 1 -second period spectral response acceleration (Si) and seismic coefficients for the project site, as presented in Table I. TABLE 1. 2009 IBC SEISMIC DESIGN PARAMETERS Note: *Input parameters based on Site Class E as the building period will be less than % second as allowed in the 2009 IBC GEOENGINEER. Jury 20, 2010 1 Page 7 Re No. 8039-009-00 18 MUSEUM OF FUGHT SPACE SHUTTLE GALLERY Tukwila, Washington Liquefaction Liquefaction is a phenomenon where soils experience a rapid loss of internal strength as pore water pressures increase in response to strong ground shaking. The increased pore water pressure may temporarily meet or exceed soil overburden pressures to produce conditions that allow soil and water to flow, deform, or erupt from the ground surface. Ground settlement, lateral spreading and/or sand boils may result from soil liquefaction. Structures, such as buildings, supported on or within liquefied soils may suffer foundation settlement or lateral movement that can be damaging to the buildings. Based on our analyses, the potential exists for liquefaction within zones of the loose to medium dense sand deposits encountered in the borings completed at the site. The evaluation of liquefaction potential depends on numerous site parameters, including soil grain size, soil density, site geometry, static stresses and the design ground acceleration. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure developed by R.E. Moss (2003) based on CPT results obtained during field explorations. Estimated ground settlement resulting from earthquake -induced liquefaction was analyzed using empirical procedures by Tokimatsu and Seed (1987) that relate settlement to the CPT data. Liquefaction potential of the site soils was evaluated using accelerations specified in the 2006 International Building Code (IBC) Publication Section 1802.2.7. We used a design acceleration equal to SDs/2.5, where SDS is determined in accordance with Section 21.2.1 of the American Society of Civil Engineers (ASCE) 7. Analysis of the CPT data indicates that there is a potential for liquefaction in within the upper alluviul deposits. We estimate that the factor of safety is Tess than 1 during the design -level earthquake for about half of the granular deposits above a depth of about 65 feet. Liquefaction -induced free -field ground settlement of the potentially liquefiable zones is estimated to be on the order of 6 to 10 inches for a design -level earthquake. Lesser amounts of settlement from liquefaction could be experienced after an earthquake with a magnitude less than the design -level earthquake. The magnitude of liquefaction -induced ground settlement will vary as a function of the characteristics of the earthquake (earthquake magnitude, location, duration and intensity) and the soil and groundwater conditions. Lateral Spreading Lateral spreading involves lateral displacements of Targe volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils are displaced relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope or free -face such as the nearby waterfront by movement of the underlying liquefied soil. Because of the liquefaction risk at the site, it is our opinion that there is a risk for lateral spreading. The risk of lateral spreading is a function of the soil conditions, distance, slope and condition of the slopes and/or bulkheads located along the Duwamish River. However, because of the distance between the site and the Duwamish River (600 to 700 feet), in our opinion the risk of damage to the building from lateral spreading is low. Page 8 I July 20, 2010 I GeoEngineers, Inc. Re No. 8039-008-00 19 MUSEUM OF FUGHT SPACE SHUTTLE GALLERY s Tularila, Washington Surface Fault Rupture Based on USGS maps of active faults in the Puget Sound region, the site is located close to the Seattle Fault zone. As the depth to bedrock in this area is on the order of about 150 to 250 feet, there is some risk for potential surface fault rupture. However, in our opinion the risk for surface fault rupture at the project site is still relatively low considering the length and width of the Seattle Fault and the uncertainties associated to the fault location. Deep Foundations General Based on the presence of potentially liquefiable soils in the upper 50 to 65 feet of the site and underlying compressible soils, we recommend that the building be pile supported. At this time, we understand that either 16- or 18 -inch -diameter steel pipe piles will be selected for support of the building and the center portion of the floor slab supporting the Space Shuttle. Axial Capac►ty Axial pile capacity in compression is anticipated to be developed from a combination of side frictional resistance and end bearing capacity, with most of the capacity developed from end bearing in the lower sand deposits. Uplift pile capacity will be developed from side frictional resistance in the deposits which are not prone to liquefaction during a seismic event. We recommend that closed-end steel pipe piles be driven 3 to 5 feet into the underlying dense to very dense estuarine deposits present at a depth of about 95 to 98 feet. For 18 -inch -diameter closed-end steel pipe piles, we recommend allowable downward and uplift capacities of 250 and 110 kips, respectively. For 16 -inch -diameter closed-end steel pipe piles, we recommend allowable downward and uplift capacities of 200 and 100 kips, respectively. The allowable pile capacities take into account the effects of liquefaction -induced settlement and the estimated resultant downdrag forces. As a result, the allowable pile capacities are for combined dead plus long-term live loads, and it is recommended that the allowable pile capacities not be increased by one-third when considering seismic design loads. The allowable capacities are based on the strength of the supporting soils and include a factor of safety of about 3 for end bearing and 2 for side resistance for static loading conditions. For seismic loading conditions, we estimate that the factor of safety is greater than about 1.5. The capacities apply to single piles. If piles are spaced at least three pile diameters on center, as recommended, no reduction for group action is needed, in our opinion. The structural characteristics of pile materials and structural connections may impose limitations on pile capacities and should be evaluated by the structural engineer. Lateral Capacity Lateral loads can be resisted by passive soil pressure on the vertical piles and by the passive soil pressures on the pile cap. Due to the potential separation between the pile -supported foundation components and the underlying soil from settlement, base friction along the bottom of the pile cap should not be included in calculations for lateral capacity because full contact with the underlying soil cannot be assured. GEOENGINEERS� July 20, 2010 l Page 9 Re No.8039-008-00 20 MUSEUM OF FLIGHT SPACE SHUTTLE GAU.ERY ■ Tukwila, Washington We completed lateral pile capacity analyses for 18- and 16 -inch -diameter (1/2 -inch wall thickness) steel pipe piles using the computer software program LPILE 5 produced by Ensoft, Inc. The analyses were completed using an axial load of 200 kips for both fixed- and free -headed head conditions. The analyses were also completed for both a non -liquefied (static) and liquefied (seismic) soil profile. Our input parameters for the LPILE program are presented in Table ll. TABLE 1I. PARAMETERS FOR DEVELOPMENT OF P -Y CURVES USING LPILE Notes: ft = feet pcf = pounds per cubic foot pci = pounds per cubic inch psf = pounds per square foot psi = pounds per square inch The results of our analyses are presented in Figures 4 through 27. Figures 4 through 9 and Figures 10 through 15 provide deflection, moment, and shear versus depth for 18 -inch -diameter fixed -head and free -head pile conditions, respectively. Figures 16 through 21 and Figures 22 through 27 provide deflection, moment, and shear versus depth for 16 -inch -diameter fixed -head and free -head pile conditions, respectively. The results presented in Figures 4 through 27 are for single piles. Piles spaced closer than eight pile diameters apart will experience group effects that will result in a lower lateral Toad capacity for trailing rows of piles with respect to leading rows of piles for an equivalent deflection. We recommend that the lateral load capacity for trailing piles in a pile group spaced three pile diameters apart be reduced by a factor of 0.6. Reductions of the lateral load capacity for trailing Page 10 I July 20, 2010 1 GeoEngineers, Inc. Fk No. 8039-008-00 21 •! MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY o Tukwila, Washington piles at spacings greater than three pile diameters but less than eight pile diameters apart can be linearly interpolated. Resistance to lateral loads can also be developed by passive pressure on the face of pile caps and other below -grade foundation elements. Passive pressure on the face of below -grade elements can be computed on the basis of an equivalent fluid density of 300 pounds per cubic foot (pcf). This fluid density assumes that compacted structural fill is used around these elements for a horizontal distance equal to at least two times the depth of the element. This passive resistance value includes a factor of safety of 1.5 and assumes a 3 -foot -deep pile cap and a minimum lateral deflection of 1 inch to fully develop the passive resistance. Deflections that are less than 1 inch will not fully mobilize the passive resistance in the soil. Passive pressure resistance should be calculated from the bottom of adjacent pavement or sidewalk slabs or below a depth of 1 foot where the adjacent area is unprotected, as appropriate. Pile Settlement We estimate that the post -construction settlement of pile foundations, designed and installed as recommended, will be on the order of inch or Tess. Maximum differential settlement should be less than about one-half the post -construction settlement. Most of this settlement will occur rapidly as loads are applied. For seismic loading conditions, we estimate that the post -earthquake pile settlement will be less than about 1 inch. These estimates of settlement assume that the piles are not driven more than 5 feet into the bearing layer so that the pile tips are sufficiently above the deeper underlying soft silt deposit. Deeper penetrations could lead to greater settlement, and thus proper pile embedment is critical to long-term pile performance and will require careful observation during pile installation. Preliminary Pile Drivability Analysts The computer program GRLWEAP Version 2005 was used for preliminary pile driveability analyses. The analyses were performed for an 18 -inch and 16 -inch diameter steel pipe pile with a minimum wall thickness of 'h inch for a 88 kip -foot hammer. Based on the results of our analyses, it is our opinion that this hammer will be capable of driving the steel pipe piles to the design tip depth. The drivability analyses indicated the maximum compressive stress induced in the piles will range from approximately 32,000 to 37,000 pounds per square inch (psi) for an 18 -inch -diameter pile and approximately 36,000 to 39,000 pounds per square inch (psi) for an 16 -inch -diameter pile that are correlated to driving the pile to a depth of about 96 to 98 feet for an allowable axial capacity of 250 and 200 kips, respectively. The range of the compressive stress reflects a range of operating hammer stroke height and the effectiveness of the pile cushion. We recommend that the analyses be completed again when the contractor confirms the choice of hammer to be used during construction. We recommend that the pile driving operation be observed by GeoEngineers and that GeoEngineers work closely with the contractor in the effort to keep the maximum compressive stress induced by pile driving .to a tolerable level. GEOENGINEERS� July 20, 2010 I Page 11 Rio No. 6039.008-00 22 • • MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY s Tularlla, Washington Pile Load Testing GeoEngineers recommends that one dynamic Toad test be completed in general accordance with the ASTM D 4945 test procedure in order to provide direct measurement of the pile load -deflection performance. Dynamic testing should be completed during initial driving and during restrike of the test piles. The restrike testing should be completed at least seven days after the test pile is installed. Construction Considerations The piles for the proposed Space Shuttle Gallery should be installed using an appropriately sized pile -driving hammer. The pile -driving hammer should be of sufficient size to drive the piling to the minimum embedment depth without damaging the pile. Because the pile contractor has control of the pile/hammer configuration and the driving equipment, we recommend that the pile contractor be made responsible for selecting the appropriate pile -driving hammer and installing the piles to design embedment depth without damaging the piles. Pile drivability analysis for the specific pile type and pile -driving hammer should be finalized once a pile -driving hammer has been selected. GeoEngineers can assist with pile drivability analysis. The installation of driven piles produces a significant level of noise and ground vibration in the vicinity of the pile -driving operations. The proximity of nearby existing buildings and the outdoor airplane display may pose a concern as a result of vibrations during pile installation. In particular, pile driving can cause measurable vibrations for up to several hundred feet from the pile. Minor architectural or cosmetic damage (that is, small cracks in walls) at moderate distances and structural damage at close distances from pile -driving operations can occur. Humans are able to detect and feel vibrations at a level much lower than that required to cause damage. The level of ground vibrations induced by pile driving depends primarily on the hammer energy, pile type and size, soil type and distance from the pile. The propagation of waves induced by vibrations through soil deposits is a complex phenomenon. Variations in building construction, age and other factors would be expected to have a significant effect on the sensitivity of a given structure to vibration levels. To reduce potential claims regarding alleged damage resulting from construction, we recommend that a preconstruction condition survey of nearby structures be. completed to document structural and cosmetic building conditions before construction begins. We recommend that all employees working in the 9-04 be informed of the pile driving schedule and informed that vibrations will likely be felt inside the building during pile driving. We recommend that ground vibrations be monitored starting from the beginning of construction. The information obtained from this program can be used to modify the pile installation program if the level of vibration becomes too high. The depths and thicknesses of the interpreted soil units vary across the site. If pile resistance encountered during driving indicates that the soil conditions may differ significantly from those assumed for design, it may be necessary to reevaluate the recommended axial and lateral capacity of the piling. We therefore recommend that a monitoring program be implemented for the pile - driving operations. This program should include full-time observations of driven pile installations. GeoEngineers should be retained to observe the pile driving and to evaluate driving records to determine whether the soil conditions encountered during pile installation are consistent with Page 12 I July 20, 2010 1 GeoEngineers, Inc. Fee Pa. 8039m8m 23 MUSEUM OF FUGHT SPACE SHUTTLE GALLERY u Tukwila, Washington those assumed for final design. If soil conditions are significantly different from those assumed, it will be appropriate for GeoEngineers to develop revised design criteria. A load test program is recommended as described above. The load tests should be completed to confirm design assumptions and to identify appropriate refusal criteria. Shallow Foundation Support At this time, it is unknown whether there might be small retaining walls or other non -pile supported structures included in the design. If small non -pile -supported structures are planned, we recommend that all spread foundations be founded on at least 2 feet of structural fill. The zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the thickness of the fill. 'An allowable soil bearing pressure of 2,500 psf may be used for the footings, provided that the foundations have a minimum width of 2 feet and bear on a minimum of 2 feet of compacted structural fill. These bearing pressures apply to the sum of all dead plus long- term live loads, excluding the weight of the footing and any overlying backfill. These values may be increased by one-third when wind or seismic loads are considered. Foundation settlement for these support conditions under static loads is estimated to be on the order of '/z to 1 inch. This type of support might result in significant settlement of retaining walls or structures if liquefaction of underlying soils occurs during an earthquake, or horizontal movement if lateral spreading occurred. Foundation settlements if liquefaction occurs could be as high as 6 to 10 inches as discussed above. Slab -On -Grade -Floors General We have developed recommendations and performance characteristics for three floor slab support options. The three options are summarized below along with their respective advantages and risks: 1. Support the entire slab on -grade. This option is initially the least expensive, but could potentially have significant repairs if liquefaction were to occur and also results in the most settlement in the center of the slab due to consolidation of underlying compressible soil deposits. As discussed above, we estimate that potential settlements in the range of 6 to 10 inches could occur from soil liquefaction during a design earthquake event. We estimate that settlement from consolidation of underlying compressible deposits could be up to 3/4 inch in the center of the slab, as discussed below. 2. Structurally support the center section of the slab on pile foundations and support the two sections to the north and south on -grade. This will be more expensive than Option 1, but will protect the portion of the slab supporting the Space Shuttle from potential settlements, both from consolidation of underlying deposits and possible liquefaction during an earthquake. This option will also allow for connecting the on -grade portions of the floor slab to the pile -supported elements with the intent that if settlement were to occur as the result of liquefaction, the reinforcing might prevent significant damage and possibly allow the slab to be releveled using grout jacking. GEOENGINEER S July 20, 2010 1 Page 13 Re No. 8039-008-00 24 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY n Tukwila, Washington 3. Structurally support the entire floor slab on pile foundations. This is the most expensive option but would minimize risks of settlement of the slab from both consolidation of underlying soil deposits and settlement resulting from possible liquefaction during an earthquake. At this time, we understand that Option 2 will likely be selected. Connections between the on -grade floor slabs and the pile supported elements should be such that potential settlement of the on -grade portions of the slab if liquefaction were to occur would not create additional lateral loading on the piles. In order to mitigate the risks of slab settlement if liquefaction were to occur, the entire slab would need to be structurally supported using pile foundations (Option 3 above). Consolidation Settlement Considerations The weight of fill placed to develop site grades and the weight of the floor slab will also induce some long-term consolidation settlements from the deeper compressible lacustrine deposits. The current plan is to structurally support a center strip about 25 feet in width oriented east to west (Option 2 above). Thus, the two portions of slab to the north and south which will be supported on -grade will be about 36 feet wide and about 140 feet in length. We estimate that settlements for each slab section for Option 2 will be less than about Y4 inch at a corner and less than th inch in the middle of the each floor slab area. These settlements would likely be realized 1 to 2 years after placement of the fill and construction of the slab. If the center slab strip supporting the Space Shuttle is not structurally supported (Option 1 above), we estimate that settlements in the center of the floor slab could be up to 3/.e -inch. The additional loading from the space shuttle could result in additional settlement of Tess that 1/4 inch. We understand that the floor slab inside the gallery may be exposed concrete, such that cosmetic cracking, or more significant cracking and displacement that might result in trip hazards, will be undesirable. For the on -grade portions of the slab possible options to mitigate settlement and/or cracking could include the following 1. Place a surcharge over the building area as early as possible prior to pouring the slab. However, we estimate that to achieve 90 percent of the settlement could require up to two years, which is not feasible for this project. It may be possible to install wick drains to shorten the time for settlement to occur. 2. Cover the slab to hide minor cracking. 3. Plan to pour a leveling slab after 2 to 3 years. 4. Place foam blocks, or other light -weight fill, under the slab to compensate for the added weight of the fill and slab. 5. Allow the settlement to occur and hope the settlements are gradual enough such that only minor cracking occurs. As discussed above, structurally supporting the center section (Option 2 above) will reduce the anticipated settlement slightly, In addition, as the slabs will be structurally tied into the pile -supported elements, it is possible that the design will mitigate or lessen the impacts of settlement. The potential settlements could also impact the 9-04 building although this building is pile supported, we believe that the pile tips extend about 50 feet below grade and are probably above the underlying compressible deposit. However, because of the depth of the compressible deposit, Page 14 I July 20, 2010 I GeoEngineers, Inc. F8e No. 8039-00800 25 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY in Tukwila, Washington the settlements will be spread across a Targe area and likely be manifested in a gradual manner across the northeast corner of the 9-04 building. We recommend establishing some survey monitoring points in the northeast portion of the building and that these points be read every 3 to 6 months for a period of at least one year after completion of the gallery to evaluate if the building is experiencing any noticeable settlement. Subgrade Preparation At this time, we understand that the intent is to leave the existing pavement in place under the floor slab. However, as only 12 to 18 inches of fill will be required to achieve design grades, and as there are numerous utilities in the building footprint to move, we anticipate that some of the pavement will be removed and the remainder broken into pieces in place. In this case, we recommend that the pavement be broken in pieces not exceeding 18 inches in size and that additional structural fill be placed in such a manner as to prevent voids from occurring within the broken pavement layer. The exposed subgrade and/or remaining pavement surface should be evaluated after all utility removal is completed. Proof -rolling with heavy, rubber -tired construction equipment should be used for this purpose during dry weather and if access for this equipment is practical. Probing should be used to evaluate the subgrade during periods of wet weather or if access is not feasible for construction equipment. Disturbed areas should be recompacted if possible or removed and replaced with compacted structural fill. Assuming that the subgrade was properly prepared during construction of the existing pavement, we recommend that additional fill placed to achieve design slab subgrades consist of gravel borrow as described in Section 9-03.14(1) of the WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent (material smaller that the No. 200 sieve). Altematively, recycled concrete may be used for fill. The recycled concrete fill material may be able to be properly compacted if placed during heavy rain events. If the portion of the floor slab which will support the shuttle is not pile -supported, we recommend that the fill under this portion of the slab consist of crushed rock base course meeting the requirements of Section 9-03.9(3) of the WSDOT Standard Specifications. If loose or soft areas are observed during proof -rolling, we recommend that the area be excavated to at least 2 feet below the slab subgrade and replaced with structural fill. Design Parameters For slabs designed as a beam on an elastic foundation, a modulus of subgrade reaction of 150 pounds per cubic inch (pci) may be used for subgrade soils prepared as recommended. We recommend that the slab -on -grade floors be underlain by a 6 -inch -thick capillary break to provide uniform support and drainage. The capillary break should consist of clean crushed gravel, with a maximum particle size if 11/2 inches and negligible sand or silt. Material meeting the "Gravel Backfill for Drains" specification per Washington State Department of Transportation (WSDOT) Section 9-03.12(4) would be suitable for use as capillary break material. If water vapor migration through the slabs is objectionable, the gravel should be covered with a heavy plastic sheet or other suitable vapor barrier to act as a vapor retarder. A commercial vapor retarder (10 -mil minimum thickness with lapped and sealed seams) should be placed below the slab in GEOENGINEERI) July 20, 2010 1 Page 15 Ale 80.8039008.00 26 • • MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY a Tukwila, Washington areas where moisture control is critical, such as occupied space or areas where adhesives are used to anchor carpet or tile to the slab. This will be desirable where the slabs will be surfaced with tile or will be carpeted. The contractor should be made responsible for maintaining the integrity of the vapor barrier during construction. It may also be prudent to apply a sealer to the slab to further retard the migration of moisture through the floor. Drainage Considerations Foundation/Slab Drain We recommend that a perimeter foundation drain be installed around the space shuttle building. The perimeter drains should be installed at the base of the exterior pile caps/grade beams, if possible. However, perimeter foundation drains should not be located below the seasonal high groundwater level to reduce the risk of groundwater being directed into the stormwater conveyance system. The perimeter drains should be provided with cleanouts and should consist of at least 4 -inch -diameter perforated pipe placed on a 3 -inch bed of, and surrounded by 6 inches of, drainage material enclosed in a non -woven geotextile fabric such as Mirafi 140N (or approved equivalent) to prevent fine soil from migrating into the drain material. We recommend that the drainpipe consist of either heavy -wall solid pipe (SDR -35 PVC, or equal) or rigid corrugated smooth interior polyethylene pipe (ADS N-12, or equal). We recommend against using flexible tubing for footing drainpipes. The drainage material should consist of "Gravel Backfill for Drains" per Washington State Department of Transportation (WSDOT) Section 9-03.12(4). The perimeter drains should be sloped to drain by gravity, if practicable, to a suitable discharge point, preferably a storm drain. We recommend that the cleanouts be covered, and be placed in flush mounted utility boxes. Water collected in roof downspout lines must not be routed to the footing drain lines. Underslab Drain At this time, we do not anticipate the need for an underslab drain. This assumes that all roof and other runoff is tightlined and/or directed away from the building. Retaining Walls Cast -in -Place Walls At this time, it is unknown whether there might be small retaining walls needed for grade transitions and/or loading docks on site. However, conventional cast -in-place walls will be appropriate if small retaining structures are necessary. The lateral soil pressures acting on conventional cast -in-place subsurface walls will depend on the nature, density and configuration of the soil behind the wall and the amount of lateral wall movement that can occur as backfill is placed. For walls that are free to yield at the top at least 0.1 percent of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. Assuming that the walls are backfilled and drainage is provided as outlined in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an Page 16 1 July 20, 2010 ( GeoEngineers, Inc. we 80. 8039-008-00 27 •} • MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY in Tukwila, Washington equivalent fluid density of 35 pcf (triangular distribution), while non -yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 55 pcf (triangular distribution). For seismic loading conditions, a rectangular earth pressure equal to 6H psf, where H is the height of the wall in feet, should be added to the active/at-rest pressures presented above. Other surcharge loading should be applied as appropriate. Traffic surcharges can be approximated by increasing the wall height (H) by 2 feet GeoEngineers can assist in developing recommendations for other surcharge loading, as necessary. Lateral resistance for conventional cast -in-place walls can be provided by frictional resistance along the base of the wall and passive resistance in front of the wall. For walls founded on native soils, the allowable frictional resistance may be computed using a coefficient of friction of 0.3 applied to vertical dead -load forces. The allowable passive resistance may be computed using an equivalent fluid density of 300 pcf (triangular distribution). This fluid density assumes that compacted structural fill is used around these elements for a horizontal distance equal to at least two times the depth of the element. The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. The above soil pressures assume that wall drains will be installed to prevent the buildup of hydrostatic pressure behind the walls, as discussed below. Drainage Positive drainage should be provided behind cast -in-place retaining walls by placing a minimum 2 -foot -wide zone of gravel backfill for walls (WSDOT Standard Specification 9-03.12(2)). A minimum 4 -inch -diameter perforated pipe should be located at the base of the wall and should be surrounded by a minimum of 6 inches of gravel backfill for drains (WSDOT Standard Specification 9-03.12(4)), or an alternative approved by GeoEngineers_ The gravel backfill for drains material should be wrapped with a geotextile filter fabric meeting the requirements of construction geotextile for underground drainage (WSDOT Standard Specification 9-33). The drainpipe should be placed with adequate slopes to drain and should discharge to an appropriate location. Earthwork and Structural Fill Excavation Considerations The near -surface soils encountered in the explorations typically consist of sand with variable amounts of silt We anticipate that these soils can be excavated with conventional excavation equipment such as backhoes, trackhoes and dozers. We anticipate that most excavations required for the project will be relatively shallow, on the order of 4 to 6 feet in depth for the pile caps and utilities. At this time, we do not anticipate the need for shoring other than the use of trench boxes or trench shields for utility trenches. We anticipate that the depth of the excavations required for the pile caps will generally be above the water table. Groundwater may be encountered above this depth if work takes place during or immediately after extended wet weather or during high tides. We anticipate that the ground water can be handled during construction by sump pumping, as necessary. All collected water should be routed to suitable discharge points. GEOENGINEERS July 20, 2010 1 Page 17 Fie No. 8039-00800 28 r) MUSEUM OF RJGHT SPACE SHUTTLE GALLERY a Tukwila, Washington Temporary Cut Slopes All temporary cut slopes and shoring must comply with the provisions of Title 296 Washington Administrative Code (WAC), Part N, "Excavation, Trenching and Shoring." The contractor performing the work has the primary responsibility for protection of workers and adjacent improvements. We recommend temporary cut slope inclinations of 11/2H:1V (horizontal to vertical) in the existing fill and alluvial deposits encountered at the site. Some caving/sloughing of the cut slopes may occur at this inclination. The inclination may need to be flattened by the contractor if significant caving/sloughing occurs. These cut slope recommendations apply to fully dewatered conditions. For open cuts at the site, we recommend that ■ No traffic. construction equipment, stockpiles or building supplies be allowed at the top of the cut slopes within a distance of at least 5 feet from the top of the cut. • Exposed soil along the slope be protected from surface erosion using waterproof tarps, plastic sheeting or flashcoating with shotcrete. • Construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable. • Erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable. ■ Surface water be diverted away from the excavation. • The general condition of the slopes be observed periodically by GeoEngineers to confirm adequate stability. Because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. The contractor should take all necessary steps to ensure the safety of the workers near slopes. The plans for the 9-04 building indicate that the building and floor slab are structurally supported, therefore, excavations which are adjacent to or extend under the building are not anticipated to adversely impact the building. However, excavations could impact existing utilities, and provisions for temporary support of any impacted utilities should be made by the contractor. We recommend that any excavation which extends under the building where access is limited be backfilled with controlled density fill (CDF). Subgrade Preparation Areas outside the building footprint (parking areas and hardscape areas) should be cleared of surface and subsurface deleterious matter, including any debris, organic soils, shrubs, trees and associated stumps and roots. Existing asphalt should be left in place during construction, where feasible, to protect subgrade soils from disturbance and to aid in control of erosion and sedimentation in unexcavated areas of the site. Where existing asphalt is removed, the asphalt may be incorporated into structural fill material used at the site if broken into pieces smaller than 6 inches in dimension; alternatively, we Page 18 I July 20, 2010 1 GeoEngineers, Inc. Hie No. 8039-008-00 29 • MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY a Tukwila, Washington recommend that the excavated asphalt be removed from the site. We recommend that the upper 12 inches of the existing soils exposed at subgrade elevation in the building area, and below new pavements, sidewalks and other structures be compacted to at least 95 percent of the maximum dry density (MDD) estimated in general accordance with ASTM D 1557. If the subgrade soils are loose or soft, it may be necessary to excavate the soils and replace them with structural fill. If the subgrade soils will be used for infiltration of surface runoff, we recommend that the upper 12 inches be compacted to only 90 percent of maximum dry density (MDD) estimated in general accordance with ASTM D 1557. The on-site soils below the existing pavement contain a significant amount of fines (silt) and are very moisture -sensitive. Operation of equipment on these exposed soils will be difficult under wet conditions. Disturbance of shallow subgrade soils should be expected if subgrade preparation work is done during periods of wet weather. Erosion and Sedimentation Control Potential sources or causes of erosion and sedimentation depend upon construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather. Implementing an erosion and sedimentation control plan will reduce the project impact on erosion -prone areas. The plan should be designed in accordance with applicable city, county and/or state standards. The plan should incorporate basic planning principles, including • Scheduling grading and construction to reduce soil exposure; • Retaining existing asphalt whenever feasible; • Revegetating or mulching denuded areas; • Directing runoff away from denuded areas; • Reducing the length and steepness of slopes with exposed soils; • Decreasing runoff velocities; • Preparing drainage ways and outlets to handle concentrated or increased runoff; • Confining sediment to the project site; and • Inspecting and maintaining control measures frequently. In addition, we recommend that sloped surfaces in exposed or disturbed soil be restored so that surface runoff does not become channeled. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected. Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help reduce erosion and reduce transport of sediment to adjacent areas and receiving waters. Permanent erosion protection should be provided by paving or landscape planting. Until the permanent erosion protection is established and the site is stabilized, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and to repair and/or modify them as appropriate. Provisions for modifications to the GEOENGINEERS1/) Jury 20, 2010 1 Page 19 Fde No. 8039-008-00 30 MUSEUM OF FIJGHT SPACE SHUTTLE GALLERY Tulorila, Washington erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Structural Fill MATERIALS Materials used to backfill around pile caps, to support floor slabs, footings, sidewalks, pavement or other structures are classified as structural fill for the purpose of this report. At a minimum, structural fill should meet the criteria for common borrow as described in Section 9-03.14(3) of the WSDOT Standard Specifications. Common borrow will be suitable for use as structural fill during dry weather conditions only. If structural fill is placed during wet weather, imported structural fill should consist of gravel borrow as described in Section 9-03.14(1) of the WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent. Structural fill placed as crushed surfacing base course below pavements should meet the requirements of Section 9-03.9(3) of the WSDOT Standard Specifications. USE OF ON-SITE SOILS The existing fill and upper soils that will be excavated for the pile caps and utilities contain a variable percentage of fines: we anticipate that most of the excavated soils will be moisture - sensitive and only be suitable for use as structural fill if placed during dry weather and protected from rainfall while stockpiled. FILL PLACEMENT AND COMPACTION CRITERIA Structural fill should be mechanically compacted to a firm, non yielding condition. Structural fill should be placed in loose lifts not exceeding 8 to 10 inches in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: • Structural fill placed below foundations, around pile caps to develop passive soil resistance, and under the floor slab should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. • Structural fill against the pile caps (where not supporting floor slab loads) or in new pavement or sidewalk areas, including utility trench backfill, should be compacted to 90 percent of the MDD estimated in general accordance with ASTM D 1557, except that the upper 2 feet of fill below final subgrade should be compacted to 95 percent of the MDD. • Structural fill placed as crushed rock base course below pavements should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. • Nonstructural fill, such as fill placed in landscape areas, should be compacted to at least 85 percent of the MDD estimated in general accordance with ASTM D 1557. In areas intended for future development, a higher degree of compaction should be considered to reduce the settlement potential of the fill soils. • Structural fill placed against subgrade walls should be compacted to between 90 and 92 percent of the MDD. Care should be taken when compacting fill against subsurface walls to avoid overcompaction and hence overstressing the walls. Page 20 [July 20, 2010 ( GeoEngineers, Inc. Re No. 8039-00800 31 • MUSEUM OF FUGHT SPACE SHUTTLE GAU.ERY s Tularila, Washington We recommend that a representative from our firm be present during placement of structural fill. Our representative will evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture -density tests in the fill to evaluate if the work is being done in accordance with the compaction specifications, and advise on any modifications to procedure that may be appropriate for the prevailing conditions. Utility Trenches Trench excavation, pipe bedding, and trench backfilling should be completed using the general procedures described in the 2010 WSDOT Standard Specifications or other suitable procedures specified by the project civil engineer. The shoring and/or temporary cut slopes should be completed as described above under the "Temporary Cut Slope" section of this report. Utility pipes should be bedded in Gravel Backfill for Pipe Zone Bedding as specified in WSDOT Standard Specifications, Section 9-03.12(3), or other suitable bedding material as specified by the project civil engineer. We recommend a minimum 6 -inch thick layer, or V4 of the pipe diameter, whichever is greater, of pipe bedding material be placed below, above, and around the perimeter of the pipe. This bedding material should be lightly tamped into place. Backfill placed above the bedding material shall consist of structural fill quality material as discussed above. Utility trench backfill can be placed in lifts of 12 inches or less (loose thickness) such that adequate compaction can be achieved throughout the entire lift. Each lift must be compacted prior to placing the subsequent lift. Prior to compaction, the backfill should be moisture conditioned to near optimum moisture content, if necessary. The backfill should be compacted in accordance with the criteria discussed above. Pavement Recommendations Subgrade Preparation We recommend that the subgrade soils in new pavement and parking areas be evaluated as described above in the "Subgrade Preparation" portion of the "Earthwork" section of this report. We recommend that the upper 12 inches of the existing site soils be compacted to at least 95 percent of the MDD estimated in general accordance with ASTM D 1557 prior to placing additional fill or pavement section materials. If the subgrade soils are loose or soft, it may be necessary to excavate the soils and replace them with structural fill. We anticipate that the existing soils will only be able to be compacted 95 percent during dry weather. If pavement subgrade preparation is completed during wet weather, it will likely be necessary to remove 12 inches of the on-site soil and replace it with imported clean granular fill to achieve the 95 percent compaction. A layer of suitable woven geotextile fabric may be placed over soft subgrade areas to limit the thickness of structural fill required to bridge soft, yielding areas. Asphalt Pavement In light-duty pavement areas (for example, automobile parking), we recommend a pavement section consisting of at least a 2 -inch -thick layer of '/cinch hot mix asphalt (HMA) (PG 58-22) conforming to Sections 5-04 and 9-03 of the WSDOT Standard Specifications, over a 6 -inch -thick layer of densely compacted crushed rock base course conforming to Section 9-03.9(3) of the WSDOT Standard Specifications. In heavy-duty pavement areas (for example, entry driveways or delivery areas) around the building, we recommend a pavement section consisting of at least a GEOENGINEERSI July 20, 2010 1 Page 21 FOe No. 8039-008-00 32 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY ■ Tukwila, Washington 3 -inch -thick layer of 1/2 -inch HMA (PG 58-22) over a 6 -inch -thick layer of densely compacted crushed rock base course. These pavement sections must be underlain by at least 12 inches of either on-site soil or imported structural fill compacted to at least 95 percent of maximum dry density as discussed above in the Subgrade Preparation section. We recommend that proof -rolling of the compacted subgrade be observed by a representative from our firm prior to placing the crushed rock base course. Soft or yielding areas observed during proof -rolling may require overexcavation and replacement with compacted structural fill. UMITATIONS We have prepared this report for the exclusive use of the Museum of Flight and members of the design team for the Space Shuttle Gallery project at the Museum of Flight in Tukwila, Washington. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to the appendix titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. REFERENCES Ensoft, Inc., 2006, "LPile Plus, Version 5.0.27." Idriss, I.M. and Boulanger, R.W. (2008), "Soil Liquefaction During Earthquakes." Earthquake Engineering Research Institute (EERI), Monograph MNO-12. International Code Council, 2006, "Intemational Building Code." King County Parcel Information <http:// www.metrokc.gov/gis/iMAP. Moss, R.E.S. (2003). "CPT -Based Probabilistic Assessment of Seismic Soil Liquefaction Initiation," Ph.D. Thesis, University of California, Berkeley Tokimatsu, K. and Seed, H.B. (1987). "Evaluation of Settlement in Sands due to Earthquake Shaking," Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, August 1987, pp. 861-878. Page 22 1 July 20, 2010 1 GeoEngineers, Inc. Re No. 8039-008-00 33 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY a Tukwila, Washington Troost, K., Booth, D., Wisher, A., and Shimal, A., 2005, "The Geologic Map of Seattle - A Progress Report" U.S. Geological Survey Open -File Report 2005-1252. United States Geological Survey - Earthquake Hazards Program - Quaternary Fault and Fold Database of the United States, accessed via http://earthquake.usgs.gov/regional/gfaults on June 14, 2010. United States Geological Survey - National Seismic Hazard Mapping Project - Interactive Deaggregations, accessed via http://egint.cr.usgs.gov/eq/html/deaggint.html on June 14, 2010. United States Geological Survey, "Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude and Longitude, 2002 data. Washington Administrative Code (WAC), Title 296, Part N, "Excavation, Trenching and Shoring." Washington State Department of Transportation, 2006, "Standard Specifications for Road, Bridge and Municipal Construction." Yount, et al., 1993, "Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington", U.S. Geological Survey Open -File Report 93-233. GEOENGINEERSI; July 20, 2010 1 Page 23 Hs No. 803900800 34 GEOENGINEERS� m • m H • .. 2kjk - ia '0 .1 �6 °S 'a� 7}} .1 | ' V .. I,: , , , , ; 1 H!k I k § V -1 k § § ! . 1| | - k ; 2 1 1 , ' , ft . § . . . . § . n . . & . . 1 f § 1 0 I! 7`- ! 2 7 2 ' ! az P. & e § !.« |1\ V. ; ; ' § r | ; ig 2_§ , . | - i!2 } |\ 2 2 2 ! r: | e - a\ ■ ° ; § B � ! ! k f ▪ !! ▪ R k2 $ |� ! ! 2; a $ ! f| • 32 f 1 )1 • Ek{ 11, !� � }� � !!� )} l|111 k}� � ,!¥ §.| i!§ |l! ill !f= !\! tit ! !ii !(|! ill.;`�° if. k(11 \i}2 fit.;,f ■f#@ |!! 177;7 f! }/ !!|!£!l;21l12 ;-!!»!!2!|i!) 8 I2 $}�! )kklg))t! |!e!•l--.�.. O V1F if“ h i ifalittni i{.!l f��)|!_ ,t ) 36 GEOENGINEERS m N J W O rV N N C 7 a) N tq > O reca2 A • 4 500 0 500 Feet a Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers. Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers. Inc. and will serve as the official record of this communication. 3. 1t is unlawful to copy or reproduce all or any part thereof. whether for personal use or resale. without permission. Data Sources: ESRI and Microsoft Bing Transverse Mercator, Zone 10 N North, NOM American Datum 1983 North arrow oriented to grid north Vicinity Map Museum of Flight Space Shuttle Gallery Tukwila, Washington GEOENGINEERS.g Figure 1 38 • ss=0 • OLOx '02 -0P co....". O Upw z >•i.991)'9.0'f v z >•i 00111000f09‘073\00\900009‘9‘auaviv0a0msvm 39 o 5 .9., Mg 'e s s7 e a D Fg ME} c Cross -Section A -A' JI Museum of Flight Space Shuttle Gallery Tukwila, Washington Figure 3 m J t139I 5 � °? 5 o Pa 1 tX 2X121 U V p o -, rs* zp. Q ' N W QJ Q U i a 3� $ 5 ,-.sg .��LL .F.1.2....5 icS;aE o - a` S e 1.51E11 GEOENGINEERS� , 1 W N Zf E O 152A -i‘ oge:Ss SegS2t 2La$ :.oao1 (1333) NOIIVA313 0 O 0 0 0 0 0 0 0 0 0- N 0 0 0 o ry n a In to n co ca n (V I- 0 1 1 1 I1 I 1 1 1 1 1 I1 1 1 r t 0 1 m Qt \. . tit III rLie s�1 Illt L•. ttll.ul I. - 1 x.11 /` `a r- p.:1=.. — 1 iii. .,.iii' �7 /.Jr (gpow .9£ to=llp) . . rr . ��' �- _— I I I I ' 111 . i n S.,•,41 ' 1 tri ti39 ►. •II Ia "I-" =.. — _. l Iga• "..711 •il* •" - 1E �- Iryl •M�. _4 • j'��M �t 1 N o _ . i, i - —s—sr� Fn {[. �' . 0 .\ \� O „ azPCIV / iari�i r a i' t. I11 ,i iN '1 44 f''! I : • V. 7 ^ _ Z / = CtltiC�.r..mm.,. Q ., - '�Y.S i7r.LSLT.:'1' . Q $ _ 1 I W III'. - 11 . I a 1,, ,- 0'� - ,r^- r 4° t t'� ' 'l\`, h a s -i II ..11, _ -O .� )POSED SHUTTLE GALLEr 1 C r I ii'•,I ,I j.1}' ,^ BO 1 DISTANCE (FEE Y� w a , % IFITAi7� • of O/ 7�d�ti: 7� 11 III I . ••. .\, - ....4,....&.,n. ' III Ill. `\ i '." -II III I,. :11 _�.. .. .. - •.:'111 \\�. �.\ A'/ i 7w��► i.1-il1 am _ _..iti r° .. _ m \ 1'��'� } .. 0 1 • (twos 1t *no') , \\. / a 11 t F t'ld� w,s 4-.. 0 0 r• "a1'' =' _'t, it 1' 1'i Q :\j:', __-_.I .;n -,II '' t r r r r r r.,.,--- r 0 00 0 o 0 0 0 0 0 0 0 0 0 0 0 0 t i i r n, - _ N n a .n to n to at 0 -- 1 1 (1333) NOIIVA313 OFO - OIOZ 'Oi rr In 01001.l1 ,. MAMA i9I48r11.1.0f V : 1M/ 002106tOPwr7 00m9006011W aL37r4n 11 w 40 8039-008-00 4/28/2010 0. .O H J z CC 0 10 20 30 40 117 r.. .c 50 a w 0 60 70 80 -0.1 F Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed -Head Static Soil Profile -0.05 0 Deflection (in) 0.05 0.1 0.15 0.2 90 . � 100 5 kips 10 kips -- 20 kips GEOENGINEERS ...0-Q DEFLECTION VS DEPTH , FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 4 41 8039-008-00 4/28/2010 -a n d J z oc h -150 0 10 20 30 40 m 0 50 70 80 90 100 -100 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed -Head Static Soil Profile Moment (kip -ft) -50 0 50 5 kips 10 kips ------20 kips GEOENGINEERLO powwow, i wafts MOMENT VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 5 42 l 1 1 r r 5 kips 10 kips ------20 kips GEOENGINEERLO powwow, i wafts MOMENT VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 5 42 8039-008-00 4/28/2010 -5 0 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed Head Static Soil Profile Shear (kips) 5 10 40 - 15 20 25 5 kips • 10 kips --- 20 kips GEOENGINEER Oink WO** i SHEAR VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 6 43 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - Fixed Head. w/ liq to 30 ftxls 8039-008-00 4/28/2010 -0.5 0 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile 40 — m t 50 m 60 90 ------ 100 1 Deflection (in) 0 5 1 1.5 2 r 5 kips 10 kips 15 kips GEC)ENGiNf.ER DEFLECTION VS DEPTH , FIXED HEAD CONDITION, UQUEFIED SOIL PROFILE FIGURE 7 44 8039-008-00 4/28/2010 -0 0 H J CC trl Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed Head Seismic (Liquefied) Soil Profile Moment (kip -ft) -200 -150 -100 -50 0 10 20 30 0 50 100 40 — 0 m w 50 -r 60 70 -- 80 90 100 t f 5 kips 10 kips ----15 kips GEoENGINeER Edith Scituate + limbittlio141 MOMENT VS DEPTH, FIXED -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 8 45 8039-008-00 4/28/2010 v n J z 1) -10 -5 0 10 20 30 40 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile Shear (kips) 0 5 10 15 m L 50 m 0 60 70 — 80 90 100 f • 20 5 kips • 10 kips ------15 kips GEoENGINEER Linb Scree.+ Tim SHEAR VS DEPTH, FIXED -HEAD CONDITION, LIQUEFIED SO1L PROFILE FIGURE 9 46 • 8039-008-00 4/28/2010 d H J z N Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Free -Head Static Soil Profile Deflection (in) -0.1 -0.05 0 0.05 0 10 20 30 40 0 m = 50 -- m 0 60 -- 70 80 90 100 0.1 0.15 0.2 5 kips 10 kips -- 20 kips GEOENGINEER E00 Sd. + DEFLECTION VS DEPTH , FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 10 47 8039-008-00 4/28/2010 -50 0 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Free -Head Static Soil Profile Moment (kip -ft) 50 100 150 0. m 0 60 70 60 90 100 -5 kips 10 kips ---'--20 kips GEOENGINEER5 rESCMAC8+ Tell MOMENT VS DEPTH, FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 11 48 8039-008-00 4/28/2010 v n J z cc m m 0 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Free Head Static Soil Profile Shear (kips) -10 -5 0 5 10 0 10 ----- 20 1_ 30 40 - 50 60 70 15 20 25 80 'r 4 90 - 100 5 kips 10 kips 20 kips C3EOENGINEER MI6 StIleACSi Ts hn o. t SHEAR VS DEPTH, FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 12 49 X 0 Y 0 J 41 01 LL 0 VI N d J >. fo c To 0 c -c 0 0) i 0 oo 00 0 0 rn m 0 oo 00 4-. c 0 n 0) co 8039-008-00 4/28/2010 -0 0. z 0 10 20 30 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Deflection (in) -5 0 5 10 15 20 40 - 70 - 80 90 100 t 5 kips 10 kips — 15 kips GEOENGINEER EgthlaPacg+Tottatolm DEFLECTION VS DEPTH , FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 13 50 8039-008-00 4/28/2010 v 0 h J z 4.0 a 0 0 10 20 -50 0 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Moment (kip -ft) 50 100 30 -- 40 50 60 70 80 90 100 4- t 150 200 250 5 kips 10 kips ..^ 15 kips GEOENGINEER ' foth 501bles • Thi MOMENT VS DEPTH, FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 14 51 • 8039-008-00 4/28/2010 n J z • Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Shear (kips) -20 -15 -10 -5 0 5 10 15 20 90 100 5 kips 10 kips — ---- 15 kips GEOENGINEER t Mh Saws.+ T' ICY SHEAR VS DEPTH, FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 15 52 • 8039-008-00 7/16/2010 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed -Head Static Soil Profile Deflection (in) -0.1 -0.05 0 0-05 70 80 90 100 t 0.1 0.15 0 2 4- -5 kips 10 kips •--20 kips GEOENGINEERS Q Earth Science + Tedtaology DEFLECTION VS DEPTH , FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 16 53 •) • 8039-008-00 7/16/2010 XXX:XXX:rbm -150 0 10 20 30 40 a) t.50 .c a) 0 60 70 80 90 100 -100 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed -Head Static Soil Profile Moment (kip -ft) -50 0 50 -5 kips 10 kips 20 kips GEOENGINEERSj; Eat* Science + Technology MOMENT VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 17 54 • .....a......,.... , f, ; • - 7 -5 kips 10 kips 20 kips GEOENGINEERSj; Eat* Science + Technology MOMENT VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 17 54 • • • i 8039-008-00 7/16/2010 XXX:XXX:rbm -5 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed Head Static Soil Profile Shear (kips) 5 10 15 20 25 60 4. f 70 - - 80 .4 90 100 5 kips 10 kips -x-20 kips GEOENGINEERS Ease Science + Technology SHEAR VS DEPTH. FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 18 55 8039-008-00 7/16/2010 XXX:XXX:rbm -0.5 0 10 20 30 40 as w t Q a) 0 60 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile Deflection (in) 0.5 1 1.5 2 70 — - i 80 90 100 -5 kips 10 kips 15 kips GEOENGINEERS..40 WO Science + T01411101021 DEFLECTION VS DEPTH , FIXED HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 19 56 8039-008-00 7/16/2010 XXX:XXX:rbm -200 -150 0 10 20 30 40 4.0 a) w a ar 0 60 70 80 90 100 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed Head Seismic (Liquefied) Soil Profile Moment (kip -ft) -100 -50 0 50 100 • T T i { 5 kips 10 kips - 15 kips GEOENGINEERS ..sidr Earth Science + TsnAnc ogy MOMENT VS DEPTH, FIXED -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 20 57 8039-008-00 7/16/2010 XXX:XXX:rbm 0 N v t 4-. C- 01 0 -10 0 10 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile Shear (kips) -5 0 5 10 15 20 90 100 5 kips 10 kips ---- 15 kips GEOENGINEERS Q EMI Science + Tembnology SHEAR VS DEPTH, FIXED -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 21 58 8039-008-00 7/16/2010 -0.05 0 10 ---- 20 - 30 ---- 40 t 0 60 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Static Soil Profile Deflection (in) 0.05 0.15 0.25 0.35 0.45 0.55 70 -I-- . 80 90 100 ---------- 1 -4- ---- ------ a--------_ 5 kips 10 kips -•----- 20 kips GEOENGINEERS 0 Eanh Science + Technology DEFLECTION VS DEPTH , FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 22 59 8039-008-00 7/16/2010 XXX:XXX:rbm -50 0 10 20 30 40 m t 50 0 60 70 80 90 100 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Static Soil Profile Moment (kip -ft) 50 100 150 5 kips 10 kips - 20 kips GEOENGINEERS En* Science + Technology MOMENT VS DEPTH, FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 23 60 • t 1 1 r 5 kips 10 kips - 20 kips GEOENGINEERS En* Science + Technology MOMENT VS DEPTH, FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 23 60 8039-008-00 7/16/2010 XXX:XXX:rbm 0 10 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free Head Static Soil Profile Shear (kips) -15 -10 -5 0 5 10 15 20 25 60 1 r 70 r -1- 80 80 - t - i 90- - -4- 100 T -- -r- -- —--t --T • 5 kips 10 kips - 20 kips GEOENGINEERS Earth Science + Technology SHEAR VS DEPTH, FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 24 61 X 4 0 rn 10 v 0 10 Nr 0i E N a) 0▪ l d J N ›- r0 r0 C CD u C L u 0i H 0 0 00 0 0 m M 0 03 CO C 0 0. 0i r0 L 8039-008-00 7/16/2010 XXX:XXX:rbm 0 10 20 30 40 N • 50 i0 60 70 80 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Deflection (in) -5 0 5 10 15 20 • • • • • 90 100 5 kips • 10 kips GEOENGINEERS..0" WS Scions +Tiedmo o DEFLECTION VS DEPTH , FREE -HEAD CONDmoN, LIQUEFIED SOIL PROFILE FIGURE 25 62 8039-008-00 7/16/2010 XXX:XXX:rbm -50 0 10 20 30 40 15 4v 50 0 60 70 80 90 100 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Moment (kip -ft) 50 100 150 200 250 4- r - } i - ,— 1 a I -5 kips 10 kips GEOENGINEERS Earth Science + Thr MOMENT VS DEPTH, FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 26 63 • • • .1) 8039-008-00 7/16/2010 XXX:XXX:rbm a) w w d 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Shear (kips) -20 -15 -10 -5 0 5 10 15 20 0 i t 10 - 20 ------- 30 40 50 60 70 80 90 100 t T 5 kips 10 kips GEOENGINEERS Earth Silence + Technology SHEAR YS DEPTH, FREE -HEAD CONDmON, LIQUEFIED SOIL PROFILE FIGURE 27 64 GEOENGINEERS� 11 • APPENDIX A Field Explorations 66 APPENDIX A FIELD EXPLORATIONS General Subsurface conditions at the site were explored on May 17, 2010 by advancing one CPT probe (CPT -1) and on June 3 and 4, 2010 by drilling four borings (GEI-1 through GEI-4) at the approximate locations shown on Figure 2. The approximate exploration locations were established in the field by measuring distances from existing site features. The CPT was completed to a depth of about 105 feet using truck -mounted equipment owned and operated by In Situ Engineering of Snohomish, Washington (previously Northwest Cone Exploration). The borings were completed to depths ranging from 15 to 141.5 feet using truck -mounted mud rotary drilling equipment owned and operated by Gregory Drilling of Redmond, Washington. The borings were continuously monitored by a representative from our firm who examined and classified the soils encountered, obtained representative soil samples, and observed groundwater conditions. Our representative maintained a detailed log of each boring. Disturbed samples of the representative soil types were obtained using a 2 -inch outside diameter Standard Penetration Test (SPT) split -spoon sampler. One relatively undisturbed sample was obtained at a depth of about 73 feet by pushing a Shelby tube. The soils encountered in the borings were typically sampled at 5- to 10 -foot vertical intervals with the SPT split -spoon sampler through the full depth of the explorations. SPT sampling was performed using a 2 -inch outside diameter split -spoon sampler driven with a standard 140 -pound hammer in accordance with ASTM D 1586. During the test, a sample is obtained by driving the sampler 18 inches into the soil with a hammer free -falling 30 inches. The number of blows required for each 6 inches of penetration is recorded. The Standard Penetration Test resistance ("N -value") of the soil is calculated as the number of blows required for the final 12 inches of penetration (blows/foot). This resistance, or N -value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils. If the high penetration resistance encountered in the very dense soils precluded driving the total 18 -inch sample interval, the penetration resistance for the partial penetration is entered on logs as follows: if the penetration is greater than 6 inches and Tess than 18 inches, then the number of blows is recorded over the number of inches driven; 30 blows for 6 inches and 50 for 3 inches, for instance, would be recorded as 80/9". The blow counts are shown on the boring logs at the respective sample depths. The Standard Penetration Test is a useful quantitative tool from which soil density/consistency was evaluated. Soils encountered in the borings were classified in the field in general accordance with ASTM D 2488, the Standard Practice for Classification of Soils, Visual -Manual Procedure, which is summarized in Figure A-1. The boring log symbols are also described in Figure A-1, and logs of the borings are provided as Figures A-2 through A-5. Field screening was performed on soil samples from the borings for indications of evidence of petroleum hydrocarbons and volatile organic compounds using visual, water sheen screening and headspace vapor screening. Field screening evidence of petroleum concentrations in soil at levels GEOENGINEER1.0— July 20, 2010 1 Page A-1 F8eNo. 8039-00800 67 • of regulatory concern may include moderate to heavy sheens, elevated headspace vapors and/or obvious petroleum odors. No sheens or vapors were detected in the soil. The borings were backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. One -inch -diameter HDPE tubing and a thermistor string were installed in GEI-1 prior to grouting. A flush monument was installed at the surface of GEI-1, the other borings were patched with quick -set concrete. Ground surface elevations at the boring locations were not surveyed and were estimated from the site survey map; therefore, the elevations may only be accurate to the nearest foot. Cone Penetrometer Tests The CPT is a subsurface exploration technique in which a small -diameter steel tip with adjacent sleeve is continuously advanced with hydraulically operated equipment. Measurements of tip and sleeve resistance allow interpretation of the soil profile and the consistency of the strata penetrated. The tip resistance, friction ratio and pore water pressure are recorded on the CPT log. The log of the CPT probe is presented in Figure A-6. The CPT probe was advanced to a depth of about 105 feet below the existing ground surface. The CPT probe was backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. Page A-2 1 July 20, 2010 1 GeoEngineers, Inc. Ale No s039-008-00 68 • • )) SOIL CLASSIFICATION CHART MAJOR DIVLSIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER 2' ''2" /'/moi/� \ \ \ //// GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS M nE OR NO rtEsj % . r0U ` o n„ GW WELLGRADEDGRAVEL.S.GRAVEL - SAND MIXn1RE$ D 0 OPOO O 0 0 GP LYGRADED GRAVEIS.OtAVEI - SAND MOTURES COARSE GRAINED SOILS MORE THAN50% OF COARSE FRACTION YETADED ON NO. 4 SEVE GRAVELS WITH FINES VILE ...3,0a/C Or ALES) 0' 0IL ,• t' GM si SVEIS.GRAVEL -SN45-SILT /�/ CLAYEY GRAVELS. GRAVEL - SAND - aAY IDrnRES MORE THAN 50% SAND CLEAN sANDs r(/�S $tlll WEILGRACED SANDS, GRAVELLY sA.DS SP SANDS. GRAVELLY SND RETAIED ON No. 200 SEVEP'OOSYGRAOED AND SANDY sons annF DR NOr MORE THAN 50s OF COARSE FRACTION PASSING NO.. Std SANDS MTH FINES AMOOIT OF FIRES)•/JJ/Y/ - SM SILTY SANDS, SAND . SALT LD1URES //yy J. SANDS. CLAYEY SANS-CLAY MIXTURES FINE GRAINED SOILS SILTS ANDlE37MNSD CAS ML • MORONIC SILTS ROCK FLOUR CLAYEY SILTS WTm suGHT /// / r. L NO/L4OTIN10fY CLAYS OF LOW TO MEOW RASnarY. CLAYS Ys�CLAYS. 01 �!L ORGANIC SITS AND ORGANIC SSW CLAYSOF LOW PIASnO1Y MORE THAN 50%Y+ORGNi FASSMG No 20D SEYE SILTS EATER LII. AND GRFATER,H W w CLAYS MH SITS MICACEOUS CACEOUS OR DIATOMACEOUS sill, SOILS ' ' I // CH I AMYaArsa HIGH f DH ORGAICCIID AYS ASITS OF MEowTo LIciL PLws11oTY HIGHLY ORGANIC SOILS HUMUS ooAS, SOILS 05005 WITH Mb.F PTPEAT. NOTE: Multiple symbols are used to inchoate borderline or dual sod classifications Sampler Symbol Descriptions ED 1 • 11 2.4 -inch I.D. split barrel Standard Penetration Test (SPT) Shelby tube Piston Direct -Push Bulk or grab Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A P indicates sampler pushed using the weight of the drill rig. ADDmONAL MATERIAL SYMBOLS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER 2' ''2" /'/moi/� \ \ \ //// CC Cement Concrete Asphalt Concrete illAC CR Crushed Rode/ Quarry Spalls ::: :::::: T Forest Duff/Sod Measured groundwater level in exploration, well, or piezometer VJ Groundwater observed at time of v exploration y Perched water observed at time of exploration Measured free product in well or piezometer Graphic Loa Contact Distinct contact between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit Material Description Contact Distinct contact between soil strata or geologic units _ _ — — Approximate location of soil strata change within a geologic soil unit 6F0V1i85RWMPP4 Laboratory / Field Tests Percent fines Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear Sheen Classification NS No Visible Sheen SS Slight Sheen MS Moderate Sheen HS Heavy Sheen NT Not Tested NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Desaiptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS GEOENGINEERS.g FIGURE A-1 Stad EN s Drilled 6/3/2010 6 10 Total Depth (ft) 141.5 Logged By krt..IP Checked By MLT Driller G�9oD` Drilling MMe SPT/Mud Rotary ` Surface Elevation (ft) Vertical Datum 16.0 Hammer Automatic Data 140 (lbs)! 30 (in) Drop Drilling CME -85 Equipment Latitude Longitude System WA Datum Groundwater Depth to Pate treasured Water (ill Elevation ttp 6/4/2010 3.8 12.2 Notes: • Elevation (feet) r� F F �O FIELD DATA 2 E 2 U 0 Recovered (In) O 0 E c T' g o 0 J m J U 0 0. 7 q 0 20 H 3 O 0 U MATERIAL DESCRIPTION C • c REMARKS 114 6 5 --I 18 2 10� 18 1/18' 15 8 4 20--I 8 3 25 — 35 L. 2 3 4 5 6 AC m,.1% inches asphalt, 4 inches base course SM - Brown silty fine to medium sand (loose, moist) - (fil17) SM _ Dark brown silty fine to medium sand (very loose, wet) SP -SM Dark gray fine to medium sand with silt (loose, _ wet) Note: See Figure A-1 for explanation of symbols. SP Dark gray fine to medium sand with trace of silt (very loose, wet) — - Grades to fine to medium sand with trace silt _ Grades to loose to medium dense NS NS NS MC 20% MC=38% %F=27 MC=28% %F GEOENGINEERS Log of Boring GEI-1 Project Project Location: Tukwila, Washington Project Number. 8039-008-00 Museum of Flight Space Shuttle Gallery Figure A-2 Sheet 1 of 4 0 Elevation (feet) `'Ly FIELD DATA c E g L 2 0 n s V $ o 75 O o £ K co U 35 3 0 3 0.16 o! e, o MATERIAL DESCRIPTION E cw REMARKS ao� 12 6 45 - - r- 50 14 14 L. 0 7 8 60 18 4 9 D°j _9 65 — 70� 18 1/I8' 1 75 — 10 11 Note: See Figure A-1 for explanation of symbols. SM Gray silty fine sand (medium dense, wet) Grades to loose 11 w Dark gray sill with fine sand and trace organic matter (very soft, wet) MC=23% %F=• MC=32% MC=40% AL; MC=44% CS; Mc 47% I Log of Boring GEI-1 (continued) GEOENGINEER Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number. 8039-008-00 Figure A-2 Sheet 2 of 4 1 • 4. 0 z J 0 0 0 8 F 0 5 0 8 Elevation (feet) • FIELD DATA 80 85 0 0 co to 3 0, _J Q E „, E P. to 0 0 0 MATERIAL DESCRIPTION REMARKS 18 I!18 12 90 • 14 18 13 95 95.3 100 91' to 105 110 115 14 26 18 47 14 15 SM Gray silty fine to medium sand (medium dense, wet) Grades to dense with shell fragments '.r. ML Gray fine sand silt (medium stiff to stiff, wet) Note: See Figure A-1 for explanation of symbols. AL: IAC=46% Possible sand cense MC=26% 96F=14 Gravel layer 01106 feet • Log of Boring GEM (continued) GEOENGINEER Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure A-2 Sheet 3 at 4 2 11111111-1111,-,11111 Elevation (feet) g g rt, u, g Depth (feet) . I . 1 4 , 1 . .. i . I i , , 1 FIELD DATA Graphic Log Group Classification MATERIAL DESCRIPTION c it Heedeoeco Vapor (ppm) REMARKS ... Interval Recovered (In) Blows/foot Collected Sample Sample Name Tasting Water Level 6 16 J18 - - _ 1 18 1/18" 17 '''' mt. Gray clayey silt with trace fine sand and shell fragments (very soft, moist) - AL: %W41 - - 1/18" 18 t"- SM - _ Gray silty fine to medium sand with -shell AL; 16W-40 111 18 :S.: _ fragments and trace gravel (dense, wet) -. 16 33 19 1 - _ ML Bluish gray clayey silt with trace silt and fine _ _ sand (very stiff, wet) _ ! - 140 --1_ , fo • 41, 8 29 20 _ 140.31%, i ! I i • I 5 ! i 1 i ! i 5 Note: See Figure A-1 for explanation of symbols. :! • # 3 Log of Boring GEI-1 (continued) ' GEOENGINEERS Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number. 8039-008-00 Figure A-2 Sheet 4 of 4 < 3 • SztEnd Drilled 6/3/2010 6/3/2010 Taal Depth (ft) 16'5 Logged By MJP Checked By NIT GregoryDniting Driller Drilling • Method SPTMollow-stem Auger Surface Elevation (ft) Vertical Datum 16.0 Hammer Automatic Data 140 lbs) / 30 (in) Drop Drilling CME -85 Equipment Interval Recovered (In) Latitude Longitude System N/A Datum Groundwater J3evaticie (ftl Jute Measured 6/3/2010 De pth to Water (ftl Notes: Auger Data: 4'/. -inch I.D; 9 -inch O.D. 9.5 6.5 •• Log of Boring GEI-2 FIELD DATA Graphic Log `sMATERIAL , m �„ em 0U DESCRIPTION i to E . :i ot; om x> REMARKS Interval Recovered (In) o o m Co1Mcted Sample Sample Name Water Level l 1 ' 0 N C 1_ 1 I 1 1 1 1 1 1 (` JI5 18 It 4 2 1/16' t 2 3 4 �!! 1 t AC -\2 inches asphalt; 6 inches base course ../- NS 145 NS NS MC=4% 94,F=7 SP -SM SP -SM - Dark gray fine sand with silt (medium dense, - moist) _ _ — - Grades to loose — r. SP -SM _ Brown fine sand with silt (very loose, wet) - 15--118 4 l' l f l i 4 i 4 t 4 4 3 c Note: See 5 r• 1 14 SM _ Dark gray silty fine sand (very loose, wet) Figure A-1 for explanation of symbols. 1 Log of Boring GEI-2 G EO E N G I N E E R Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number. 8039-008-00 Figure A-3 Sheet 1 of 1 4 Start € Qn Drilled 6/32010 6/32010 Total16.5 Depth (ft) Logged By MJP Checked By NLT Driller Gregory Drilling • Drilling SPT/Hollow-stem stem Auger Surface Elevation (ft) Vertical Datum 16'9 Hammer Automatic Data 140 (lbs) / 30 (in) Drop Drilling CME -85 Equipment System Groundwater Latitude Longitude N/A Datum Depth to water lift Elevation all Notes: Auger Data: 4% -inch ID;9-inch O.D. • 6/3/2010 9.5 7.4 • 0 rc z 0 O O Elevation (feet) (i • s 0 0 c Recovered (in) FIELD DATA s n E ■ g m z 3 E o = m u r -J 3 0 o. 0 0 0 0 0 MATERIAL DESCRIPTION mi -.. le 13 REMARKS 118 12 7 3 1/18' 2 3 4 wrrN AC SP '\.2 inches asphalt; 7 inches base course - Dark gray fine sand with trace silt (medium dense, moist) NS SP -SM Dark gray fine sand with silt (loose to medium dense, moist) — NS - With occasional lenses of silty fine sand Grades to very loose and wet SM J� Note: See Figure A-1 for explanation of symbols. Dark gray silty fine sand (very loose, wet) NS • Log of Boring GEI-3 GEOENGINEERS Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number. 8039-008-00 Figure A-4 Sheet 1 of 1 5 i Start End Drilled 6/3/2010 6/3/2010 Total 16.5 Depth (ft) Logged By MJP Checked By NLT Driller Gregory Drilling Mnellr SPT/Hollow-stem Auger Surface Elevation (ft) Vertical Datum 16.0 Hammer Automatic Data 140 (Ibs) / 30 (in) Drop Drifting CME -85 Equipment Latitude Longitude System N/A Datum Groundwater Depth to pate Measured Water (fq Elevation (f0 6/3/2010 9.5 6.5 • Notes- Auger Data: 41. -inch I.D; 9 -inch O.D. i Elevation (feet) _43 b • G - s z 0 0 O z 0 0 a$ i 0 8 a Fa Z g u 00 z 0 3 • ) f A FIELD DATA 0 is 10 1 5� 18 9 10 12 6 15-1 IS 1/18* 2 3 4 MATERIAL DESCRIPTION MR AC .�4 inches asphalt; 6 inches base course SP -SM - Dark brown fine sand with silt (loose, moist) • Grades to loose to medium dense 1 SP -SM Dark brown fine sand with silt and occasional _ gravel (loose, wet) SM Dark brown silty fine sand with trace organic matter (very loose, wet) NS NS NS NS REMARKS MC=54% %F=39 Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-4 G EO E N G I N E E RSQ Project Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number. 8039-008-00 Figure A-5 sheet 1 of 1 6 Shareoofnt\Working\Figure A-6.DDt N1T:nlu 6-22.10 Depth (8) 100 120 T, Resistance 01 TSF IAltlgra sae CPT -1 Cone Used: DSG1015 CPT Date/Tans: 5/17/201019:4538 AM loca8an: Museum of Ftlgle space Shoe, Celery doe Number (10 39.008-00 Friction Rio Pae Presses Sal Behavior Type. FSA/ (96) Per PSI Zane: UBC -1983 400 0 4 -10 50 0 12 1 1 1 1 L M s tram Dope =105.32 teat ■ 4 My day to clay 115 clayey sat to saty day ■ 8 sandy sat b dayey eat 1 1 senders ane grained ■ 2 organic material ■ wPeb dt p 19leebes. 'toil behavior type end SPT bayed on dela bye UBC -1083 1; 11 1 11 1 1 111 111 111 4.4.4.1144444 11 11110 1111/111 r1 SPT W 60% Hemmer O 50 I1111II1I 11 r1 11 11 tt tt 1-1-1 1 11 1 111 1 11 1 11 —111-1 1 1 • 1 1 1 1111 1 1 1111 111 11 1 11 1 to 1 II 11 11 lI 11 1111 J x 1 1 1 1 1 I 11 1 I I JJ J 1� 11111 11 1111 11 Depth hasmant = 0.131 Leet ■ 7 sear soul to sandy sat ■ 10 gravely sand to sand ▪ 8 sand to sily send ■ 11 very salt tine grained f 7 19 sand ■ 12 sand to dayey sand t7 In Sibs rmpla.bg Cone Penetrometer Data Museum of Flight Space Shuttle Gallery Tukwila, Washington GEOENGINEERS Figure A-6 77 APPENDIX B Soil Physical Properties Testing for Geotechnical Engineering Purposes \ / t 78 • APPENDIX B SOIL PHYSICAL PROPERTIES TESTING FOR GEOTECHNICAL PURPOSES Soil samples obtained from the explorations were transported to our laboratory and evaluated to confirm or modify field classifications, as well as to evaluate engineering properties of the soil samples. Representative samples were selected for laboratory testing consisting of moisture content testing, percent fines (material passing the U.S. No. 200 sieve), Atterberg Limits and consolidation characteristics. The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM) or other applicable procedures. Moisture Content Testing Moisture contents tests were completed in general accordance with ASTM D 2216 for representative samples obtained from the explorations. The results of these tests are presented on the exploration Togs in Appendix A at the depths at which the samples were obtained. Percent Passing U.S. No. 200 Sieve (%F) Selected samples were "washed" through the No. 200 mesh sieve to estimate the relative percentages of coarse and fine-grained particles in the soil. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to estimate the fines content for analysis purposes. The tests were conducted in accordance with ASTM D 1140, and the results are shown on the exploration logs at the respective sample depths. Atterberg Limits Atterberg limits tests were used to classify the soils as well as to help determine the consolidation characteristics of the soils. The liquid limit and the plastic limit were determined in general accordance with ASTM D 4318. The results of the Atterberg limits testing are summarized on Figure B-1. The plasticity chart relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. Consolidation Tests A one-dimensional consolidation test was conducted on one relatively undisturbed soil sample extruded from the Shelby tube sample collected in Boring B-1. We conducted the test in general accordance with ASTM D 2435, using a fixed -ring consolidometer. The primary purpose of the consolidation test is to aid in the estimation of potential consolidation and secondary settlement upon placement of the earthen embankment Toads. Figure B-2 summarizes the consolidation test result. GEOENGINEERSQ July 20, 1020 1 Page B-1 File No. 8039-008-00 79 8039-008-00 AKL : NCS : AMD 06/17/10(Atterbergs.ppt) PLASTICITY CHART 0 0 0 0 0 co to M N X30N1 AlIOIlSVld 0 0 0 O rn 0 ao 0 O (D 0 0 O 0 M 0 N 0 0 0 LIQUID LIMIT SOIL DESCRIPTION Dark gray silty with trace organic matter (ML) Gray slit (ML) Gray silt (ML) Gray silt with occasional sand and shell fragments (ML) PLASTICITY INDEX (%) Nr C•1 en rn 0 Ze0 O- CO � vrm)1•)) J J MOISTURE CONTENT (%) V Co — 0 `Cr vvv SAMPLE DEPTH (ft) 10 V: 0 N 0 1 co Ol CON n X 0 mmmm SYMBOL 2 0 O = 0 J 0 O \lti �� "•. •. J O 0 J 2 . J J J 0 0 0 0 0 0 co to M N X30N1 AlIOIlSVld 0 0 0 O rn 0 ao 0 O (D 0 0 O 0 M 0 N 0 0 0 LIQUID LIMIT SOIL DESCRIPTION Dark gray silty with trace organic matter (ML) Gray slit (ML) Gray silt (ML) Gray silt with occasional sand and shell fragments (ML) PLASTICITY INDEX (%) Nr C•1 en rn 0 Ze0 O- CO � vrm)1•)) J J MOISTURE CONTENT (%) V Co — 0 `Cr vvv SAMPLE DEPTH (ft) 10 V: 0 N 0 1 co Ol CON n EXPLORATION NUMBER mmmm SYMBOL ♦®10 GEOENGINEERS.g ATTERBERG LIMITS TEST RESULTS FIGURE B-1 80 • 100 Pressure (PSF x 1000) 10.00 100.00 0.0600 cr..0 0 c c 0.0800 :0 0 c 0. 0. • SAMPLE LOCATION SAMPLE DEPTHMOISTURE (FEET) SOIL CLASSIFICATION INITIAL CONTENT INITIAL DRY DENSITY (LBS/FT3) B-1 74 1/2 Dark Gray Silt (ML) LL=40 • PI=14 47 74 GEOENGINEERSQ CONSOLIDATION TEST RESULTS FIGURE B-2 81 • • '.1 • •• • • 1 APPENDIX C Soil Chemical Analytical Testing for Environmental Purposes ( • t 82 ATTACHMENT C SOIL CHEMICAL ANALYTICAL TESTING FOR ENVIRONMENTAL PURPOSES Analytical Methods Chain -of -custody procedures were followed during the transport of the soil sample(s) to the testing laboratory. The samples were held in cold storage pending extraction and/or analysis. The analytical results, analytical methods reference and laboratory quality assurance/quality control (QA/QC) records are included in this attachment. Analytical Data Review The laboratory maintains an internal quality assurance program as documented in its laboratory quality assurance manual. The laboratory uses a combination of blanks, surrogate recoveries, duplicates, matrix spike recoveries, matrix spike duplicate recoveries, blank spike recoveries and blank spike duplicate recoveries to evaluate the analytical results. The laboratory also uses data quality goals for individual chemicals or groups of chemicals based on the Tong -term performance of the test methods. The data quality goals were included in the laboratory reports. The laboratory compared each group of samples with the existing data quality goals and noted any exceptions in the laboratory report. Data quality exceptions documented by the accredited laboratory were reviewed by GeoEngineers and are addressed in the data quality exception section of this attachment. Data Quality Exception Summary No quality control exceptions were noted by the testing laboratory. It is our opinion that the analytical data are of acceptable quality for their intended use in this report. GEOENGINEERSQ Jury 20, 2010 1 Page C-1 Re 80.8039-008.00 83 • Mite Environmental Inc. 14648 NE 95th Street, Redmond, WA 98052 • (425) 883-3881 June 17, 2010 Nancy Tochko GeoEngineers, Inc. 600 Stewart, Suite 1700 Seattle, WA 98101-1233 Re: Analytical Data for Project 8039-008-00 Laboratory Reference No. 1006-075 Dear Nancy: Enclosed are the analytical results and associated quality control data for samples submitted on June 9, 2010. The standard policy of OnSite Environmental Inc. is to store your samples for 30 days from the date of receipt. If you require longer storage, please contact the laboratory. We appreciate the opportunity to be of service to you on this project. If you have any questions conceming the data, or need additional information, please feel free to call me. r Sincerely, David Baumeister Project Manager Enclosures OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 84 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Case Narrative 2 Samples were collected on June 3, 2010 and received by the laboratory on June 9. 2010. They were maintained at the laboratory at a temperature of 2°C to 6°C. General QA/QC issues associated with the analytical data enclosed in this laboratory report will be indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and involved QA/QC issues will be discussed in detail below. NWTPH Gx Analysis Method 5035 VOA vials were not provided for samples B-1-2.5,6-4-2.5 Comp., B-2-2.5,8-3-2.5 Comp. and B -1 -5.0,B- 2 -5.0,B -3-5.0,B-4-5.0 Comp. These samples were therefore composited from 4 -ounce jars, extracted and analyzed. Any other QA/QC issues associated with this extraction and analysis will be indicated with a footnote reference and discussed in detail on the Data Qualifier page. Volatiles EPA 8260B Analysis Method 5035 VOA vials were not provided for sample B-2-2.5,8-3-2.5 Comp. The sample was therefore composited from two 4 -ounce jars. Any other QA/QC issues associated with this extraction and analysis will be indicated with a footnote reference and discussed in detail on the Data Qualifier page. - OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody. and is intended only for the use of the individual or company to whom it is addressed. 85 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Client ID ANALYTICAL REPORT FOR SAMPLES Laboratory ID Matrix Date Sampled Date Received Notes 3 B-1-2.5 06-075-01 Soil 6-3-10 6-9-10 B-1-5.0 06-075-02 Soil 6-3-10 6-9-10 13-2-2.5 06-075-04 Soil 6-3-10 6-9-10 B-2-5.0 06-075-05 Soil 6-3-10 6-9-10 B-3-2.5 06-075-07 Soil 6-3-10 6-9-10 8-3-5.0 06-075-08 Soil 6-3-10 6-9-10 8-4-2.5 06-075-10 Soil 6-3-10 6-9-10 B-4-5.0 06-075-11 Soil 6-3-10 6-9-10 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody. and is intended only for the use of the individual or company to whom it is addressed. 86 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project 8039-008-00 NWTPH-Gx Matrix: Soil Units: mg/kg (ppm) 4 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B -1-2.5,B-4-2.5 Comp. Laboratory ID: 06-075-01,10 Comp. Gasoline ND 6.4 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 96 55-127 Client ID: B -2-2.5,B-3-2.5 Comp. Laboratory ID: 06-075-04,07 Comp. Gasoline ND 5.5 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 93 55-127 Client ID: Laboratory ID: Gasoline B -1 -5.0,B -2-5.0,B-3-5.0, B-4-5.0 Comp. 06-075-02,05,08,11 Comp. ND 5.9 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Fluorobenzene Percent Recovery Control Limits 89 55-127 OnSite Environmental, Inc. 14648 NE 95"' Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 87 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Matrix: Soil Units: mglKg (ppm) Analyte Client ID: Laboratory ID: Diesel Range Organics Lube Oil Range Organics NWTPH-Dx Result B -1-2.5,B-4-2.5 Comp. 06-075-01,10 Comp. ND ND PQL 5 Date Date Method Prepared Analyzed Flags 28 57 NWTPH-Dx NWTPH-Dx 6-14-10 6-14-10 6-14-10 6-14-10 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 86 50-150 B-2-2.5,6-3-2.5 Comp. 06-075-04,07 Comp. Diesel Range Organics Lube Oil Range Organics ND ND 26 53 NWTPH-Dx 6-14-10 6-14-10 NWTPH-Dx 6-14-10 6-14-10 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 89 50-150 B -1 -5.0,B -2-5.0,B-3-5.0, B-4-5.0 Comp. 06-075-02,05,08,11 Comp. Diesel Range Organics Lube Oil Range Organics ND ND 28 NWTPH-Dx 6-14-10 6-14-10 55 NWTPH-Dx 6-14-10 6-14-10 Surrogate: o-Terphenyl Percent Recovery Control Limits 87 50-150 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 88 6 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Date Extracted: Date Analyzed: 6-9-10 6-9-10 VOLATILES by EPA 82608 Page 1 of 2 Matrix: Soil Units: mg/kg (ppm) Lab ID: Client ID: 06-075-04,07 Comp. B-2-2.5,63-2.5 Comp. Compound Results Flags PQL Dichlorodifluoromethane ND 0.0011 Chloromethane ND 0.0053 Vinyl Chloride ND 0.0011 Bromomethane ND 0.0011 Chloroethane ND 0.0053 Trichlorofluoromethane ND 0.0011 1,1-Dichloroethene ND 0.0011 Acetone ND 0.0053 lodomethane ND 0.0053 Carbon Disulfide ND 0.0011 Methylene Chloride ND 0.0053 (trans) 1,2-Dichloroethene ND 0.0011 Methyl t -Butyl Ether ND 0.0011 1,1-Dichloroethane ND 0.0011 Vinyl Acetate ND 0.0053 2,2-Dichloropropane ND 0.0011 (cis) 1,2-Dichloroethene ND 0.0011 2-Butanone ND 0.0053 Bromochloromethane ND 0.0011 Chloroform ND 0.0011 1,1,1 -Trichloroethane ND 0.0011 Carbon Tetrachloride ND 0.0011 1,1-Dichloropropene ND 0.0011 Benzene ND 0.0011 1,2-Dichloroethane ND 0.0011 Trichloroethene ND 0.0011 1,2-Dichloropropane ND 0.0011 Dibromomethane ND 0.0011 Bromodichloromethane ND 0.0011 2-Chloroethyl Vinyl Ether ND 0.0053 (cis) 1,3-Dichloropropene ND 0.0011 Methyl Isobutyl Ketone ND 0.0053 Toluene ND 0.0053 (trans) 1,3-Dichloropropene ND 0.0011 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 89 7 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project 8039-008-00 Lab ID: Client ID: VOLATILES by EPA 82606 Page 2 of 2 06-075-04,07 Comp. B -2-2.5,B-3-2.5 Comp. Compound Results Flags PQL 1,1,2 -Trichloroethane ND 0.0011 Tetrachloroethene ND 0.0011 1,3-Dichloropropane ND 0.0011 2-Hexanone ND 0.0053 Dibromochloromethane ND 0.0011 1,2-Dibromoethane ND 0.0011 Chlorobenzene ND 0.0011 1,1,1,2 -Tetrachloroethane ND 0.0011 Ethylbenzene ND 0.0011 m,p-Xylene ND 0.0021 o -Xylene ND 0.0011 Styrene ND 0.0011 Bromoform ND 0.0011 Isopropylbenzene ND 0.0011 Bromobenzene ND 0.0011 1,1,2,2 -Tetrachloroethane ND 0.0011 1,2,3-Trichloropropane ND 0.0011 n-Propylbenzene ND 0.0011 2-Chlorotoluene ND 0.0011 4-Chlorotoluene ND 0.0011 1,3,5-Trimethylbenzene ND 0.0011 tert-Butylbenzene ND 0.0011 1,2,4-Trimethylbenzene ND 0.0011 sec-Butylbenzene ND 0.0011 1,3 -Dichlorobenzene ND 0.0011 p-Isopropyltoluene ND 0.0011 1,4 -Dichlorobenzene ND 0.0011 1,2 -Dichlorobenzene ND 0.0011 n-Butylbenzene ND 0.0011 1,2-Dibromo-3-chloropropane ND 0.0053 1,2,4-Trichlorobenzene ND 0.0011 Hexachlorobutadiene ND 0.0053 Naphthalene ND 0.0011 1,2,3-Trichlorobenzene ND 0.0011 Percent Control Surrogate Recovery Limits Dibromofluoromethane 88 66-128 Toluene -d8 108 68-126 4-Bromofluorobenzene 114 53-134 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whore it is addressed. 90 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PAHs by EPA 8270D/SIM Matrix: Soil Units: mg/Kg 8 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B-1-2.5, B-4-2.5 Comp. Laboratory ID: 06-075-01,10 Comp. Naphthalene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 2 -Methylnaphthalene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 1 -Methylnaphthalene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthylene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Fluorene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Phenanthrene 0.014 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Anthracene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Fluoranthene 0.014 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Pyrene 0.012 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]anthracene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Chrysene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[b]fluoranthene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[k]fluoranthene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]pyrene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Indeno(1,2,3-c,d)pyrene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Dibenz[a,h)anthracene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[g,h,i]perylene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 78 45 - 101 Pyrene -d10 82 52 - 118 Terphenyl-d14 85 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 91 • • Date of Report June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PAHs by EPA 8270D/S1M Matrix: Soil Units: mg/Kg 9 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B-2.5, B-3-2.5 Comp. Laboratory ID: 06-075-04,07 Comp. Naphthalene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 2 -Methylnaphthalene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 1 -Methylnaphthalene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthylene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Fluorene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Phenanthrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Anthracene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Fluoranthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Pyrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[a]anthracene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Chrysene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[b]fluoranthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[k)fluoranthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[a]pyrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Indeno(1,2,3-c,d)pyrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Dibenz[a,h]anthracene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[g,h,i]perylene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 75 45 - 101 Pyrene -d10 83 52 - 118 Terphenyl-d14 83 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed_ 92 • Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PAHs by EPA 8270D/SIM 10 Matrix: Soil Units: mg/Kg Date Date Analyte Result PQL Method Prepared Analyzed Flags B-1-5.0, B-2-5.0, B-3-5.0, Client ID: B-4-5.0 Comp. Laboratory ID: 06-075-02,05,08,11 Comp. Naphthalene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 2 -Methylnaphthalene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 1 -Methylnaphthalene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthylene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Fluorene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Phenanthrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Anthracene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Fluoranthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Pyrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[ajanthracene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Chrysene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[bjfluoranthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[kjfluoranthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[a)pyrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Indeno(1,2,3-c,d)pyrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Dibenz[a,h)anthracene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[g,h,i]perylene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 78 45 - 101 Pyrene -d10 87 52 - 118 Terphenyl-d14 86 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 93 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PCBs by EPA 8082 Matrix: Soil Units: mg/Kg (ppm) 11 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B-2.5, B-3-2.5 Comp. Laboratory ID: 06-075-04,07 Comp. Aroclor 1016 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1221 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1232 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1242 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1248 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1254 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1260 ND 0.053 EPA 8082 6-14-10 6-15-10 Surrogate: DCB Percent Recovery Control Limits 70 46-122 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 94 • • IJ Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B/7471A 12 Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 06-075-01,10 Comp. Client ID: B -1-2.5,B-4-2.5 Comp. Arsenic ND 11 6010B 6-14-10 6-14-10 Barium 30 2.8 6010B 6-14-10 6-14-10 Cadmium ND 0.57 6010B 6-14-10 6-14-10 Chromium 10 0.57 6010B 6-14-10 6-14-10 Lead ND 5.7 6010B 6-14-10 6-14-10 Mercury ND 0.28 7471A 6-15-10 6-15-10 Selenium ND 11 6010B 6-14-10 6-14-10 Silver ND 0.57 6010B 6-14-10 6-14-10 Lab ID: 06-075-04,07 Comp. Client ID: B -2-2.5,B-3-2.5 Comp. Arsenic ND 11 6010B 6-14-10 6-15-10 Barium 14 2.6 6010B 6-14-10 6-15-10 Cadmium ND 0.53 6010B 6-14-10 6-15-10 Chromium 7.7 0.53 6010B 6-14-10 6-15-10 Lead ND 5.3 6010B 6-14-10 6-15-10 Mercury ND 026 7471A 6-15-10 6-15-10 Selenium ND 11 6010B 6-14-10 6-15-10 Silver ND 0.53 6010B 6-14-10 6-15-10 Lab ID: 06-075-02,05,08,11 Comp. Client ID: B -1 -5.0,B -2 -5.0,B -3-5.0,B-4-5.0 Comp. Arsenic ND 11 6010B 6-14-10 6-15-10 Barium 22 2.7 6010B 6-14-10 6-15-10 Cadmium ND 0.55 6010B 6-14-10 6-15-10 Chromium 9.1 0.55 6010B 6-14-10 6-15-10 Lead ND 5.5 6010B 6-14-10 6-15-10 Mercury ND 027 7471A 6-15-10 6-15-10 Selenium ND 11 6010B 6-14-10 6-15-10 Silver ND 0.55 6010B 6-14-10 6-15-10 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 95 Date of Report June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 NWTPH-Gx QUALITY CONTROL Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL Method Prepared Analyzed Flags 13 METHOD BLANK Laboratory ID: MB0610S1 Gasoline ND 5.0 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 94 55-127 Source Percent Recovery RPD Analyte Result Spike Level Result Recovery Limits RPD Limit Flags DUPLICATE Laboratory ID: 05-233-12 ORIG DUP Gasoline ND ND NA NA NA NA NA 30 Surrogate: Fluorobenzene 95 96 55-127 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425)883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 96 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 NWTPH-Dx QUALITY CONTROL Matrix: Soil Units: mg/Kg (ppm) Date Date Analyte Result PQL Method Prepared Analyzed Flags 14 METHOD BLANK Laboratory ID: MB0614S1 Diesel Range Organics ND 25 NWTPH-Dx 6-14-10 6-14-10 Lube Oil Range Organics ND 50 NWTPH-Dx 6-14-10 6-14-10 Surrogate: Percent Recovery Control Limits o-Terphenyl 93 50-150 Percent Recovery RPD Analyte Result Recovery Limits RPD Limit Flags DUPLICATE Laboratory ID: 06-088-01 ORIG DUP Diesel Range Organics ND ND NA NA Lube Oil Range Organics ND ND NA NA Surrogate: o-Terphenyl 118 130 50-150 OnSite Environmental, Inc_ 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the gain of custody, and is intended only for the use of the individual or company to whom ft is addressed. 97 15 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 VOLATILES by EPA 8260B METHOD BLANK QUALITY CONTROL Page 1 of 2 Date Extracted: 6-9-10 Date Analyzed: 6-9-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: MB0609S1 Compound Results Flags PQL Dichlorodifluoromethane ND 0.0010 Chloromethane ND 0.0050 Vinyl Chloride ND 0.0010 Bromomethane ND 0.0010 Chloroethane ND 0.0050 Trichlorofluoromethane ND 0.0010 1,1-Dichloroethene ND 0.0010 Acetone ND 0.0050 lodomethane ND 0.0050 Carbon Disulfide ND 0.0010 Methylene Chloride ND 0.0050 (trans)1,2-Dichloroethene ND 0.0010 Methyl t -Butyl Ether ND 0.0010 1,1-Dichloroethane ND 0.0010 Vinyl Acetate ND 0.0050 2,2-Dichloropropane ND 0.0010 (cis)1,2-Dichloroethene ND 0.0010 2-Butanone ND 0.0050 Bromochloromethane ND 0.0010 Chloroform ND 0.0010 1,1,1 -Trichloroethane ND 0.0010 Carbon Tetrachloride ND 0.0010 1,1-Dichloropropene ND 0.0010 Benzene ND 0.0010 1,2-Dichloroethane ND 0.0010 Trichloroethene ND 0.0010 1,2-0ichloropropane ND 0.0010 Dibromomethane ND 0.0010 Bromodichloromethane ND 0.0010 2-Chloroethyl Vinyl Ether ND 0.0050 (cis) 1,3-Dichloropropene ND 0.0010 Methyl Isobutyl Ketone ND 0.0050 Toluene ND 0.0050 (trans) 1,3-Dichloropropene ND 0.0010 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 98 16 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 VOLATILES by EPA 8260B METHOD BLANK QUALITY CONTROL Page 2 of 2 Lab ID: MB0609S1 Compound Results Flags PQL 1,1,2 -Trichloroethane ND 0.0010 Tetrachloroethene ND 0.0010 1,3-Dichloropropane ND 0.0010 2-Hexanone ND 0.0050 Dibromochloromethane ND 0.0010 1,2-Dibromoethane ND 0.0010 Chlorobenzene ND 0.0010 1,1,1,2 -Tetrachloroethane ND 0.0010 Ethylbenzene ND 0.0010 m,p-Xylene ND 0.0020 o -Xylene ND 0.0010 Styrene ND 0.0010 Bromoform ND 0.0010 Isopropylbenzene ND 0.0010 Bromobenzene ND 0.0010 1,1,2,2 -Tetrachloroethane ND 0.0010 1,2,3-Trichloropropane ND 0.0010 n-Propylbenzene ND 0.0010 2-Chlorotoluene ND 0.0010 4-Chlorotoluene ND 0.0010 1,3,5-Trimethylbenzene ND 0.0010 tert-Butylbenzene ND 0.0010 1,2,4-Trimethylbenzene ND 0.0010 sec-Butylbenzene ND 0.0010 1,3 -Dichlorobenzene ND 0.0010 p-Isopropyftoluene ND 0.0010 1,4 -Dichlorobenzene ND 0.0010 1,2 -Dichlorobenzene ND 0.0010 n-Butylbenzene ND 0.0010 1,2-Dibromo-3-chloropropane ND 0.0050 1,2,4-Trichlorobenzene ND 0.0010 Hexachiorobutadiene ND 0.0050 Naphthalene ND 0.0010 1,2,3-Trichlorobenzene ND 0.0010 Percent Control. Surrogate Recovery Limits Dibromofluoromethane 98 66-128 Toluene -d8 111 68-126 4-Bromofluorobenzene 121 53-134 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 99 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 VOLATILES by EPA 8260B SB/SBD QUALITY CONTROL Date Extracted: 6-9-10 Date Analyzed: 6-9-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: SB0609S1 17 Spike Percent Percent Recovery Compound Amount SB Recovery SBD Recovery Limits Flags 1,1-Dichloroethene 0.0500 0.0514 103 0.0540 108 70-130 Benzene 0.0500 0.0480 96 0.0480 96 70-121 Trichloroethene 0.0500 0.0437 87 0.0431 86 70-124 Toluene 0.0500 0.0499 100 0.0487 97 70-123 Chlorobenzene 0.0500 0.0484 97 0.0499 100 71-119 RPD RPD Limit Flags 1,1-Dichloroethene 5 14 Benzene 0 10 Trichloroethene .. 1 12 Toluene 2 12 Chlorobenzene 3 9 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 100 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Matrix: Soil Units: mg/Kg Analyte PAHs by EPA 8270D/SIM METHOD BLANK QUALITY CONTROL Result 18 Date Date PQL Method Prepared Analyzed Flags Laboratory ID: MB0610S2 Naphthalene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 2 -Methylnaphthalene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 1 -Methylnaphthalene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthylene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Fluorene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Phenanthrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Anthracene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Fluoranthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Pyrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]anthracene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Chrysene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[b]fluoranthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[k]fluoranthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]pyrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Indeno(1,2,3-c,d)pyrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Dibenz[a,h]anthracene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[g,h,ijperylene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 70 45 - 101 Pyrene -d10 78 52 - 118 Terpheny!-d14 73 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody. and is intended only for the use of the individual or company to whom it is addressed. 101 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Matrix: Soil Units: mg/Kg Analyte SPIKE BLANKS Laboratory ID: Result 19 PAHs by EPA 8270D/SIM SB/SBD QUALITY CONTROL Percent Recovery RPD Spike Level Recovery Limits RPD Limit Flags SB0610S2 SB SBD SB SBD SB SBD Naphthalene 0.0617 0.0607 0.0833 0.0833 74 73 33 - 105 2 30 Acenaphthylene 0.0744 0.0677 0.0833 0.0833 89 81 51 - 110 9 22 Acenaphthene 0.0690 0.0677 0.0833 0.0833 83 81 51 -105 2 20 Fluorene 0.0731 0.0700 0.0833 0.0833 88 84 61 - 107 4 17 Phenanthrene 0.0717 0.0688 0.0833 0.0833 86 83 61 - 106 4 12 Anthracene 0.0686 0.0659 0.0833 0.0833 82 79 59 - 106 4 12 Fluoranthene 0.0767 0.0733 0.0833 0.0833 92 88 66 - 116 5 12 Pyrene 0.0795 0.0820 0.0833 0.0833 95 98 67 -118 3 14 Benzo[a]anthracene 0.0733 0.0706 0.0833 0.0833 88 85 60 -114 4 11 Chrysene 0.0718 0.0691 0.0833 0.0833 86 83 64 -112 4 12 Benzo[bJfluoranthene 0.0739 0.0698 0.0833 0.0833 89 84 61 - 123 6 14 Benzo[k]fluoranthene 0.0652 0.0653 0.0833 0.0833 78 78 50 - 124 0 17 Benzo[a]pyrene 0.0706 0.0682 0.0833 0.0833 85 82 50 - 114 3 17 Indeno(1,2,3-c,d)pyrene 0.0771 0.0763 0.0833 0.0833 93 92 56 - 122 1 16 Dibenz[a,h)anthracene 0.0800 0.0779 0.0833 0.0833 96 94 57 -124 3 16 Benzo[g,h,i]perylene 0.0777 0.0757 0.0833 0.0833 93 91 56 - 121 3 15 Surrogate: 2-Fluorobiphenyl 76 75 45 - 101 Pyrene-dl0 89 84 52 - 118 Terphenyl-d14 83 86 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 102 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PCBs by EPA 8082 QUALITY CONTROL Matrix: Soil Units: mg/Kg (ppm) 20 Date Date Analyte Result PQL Method Prepared Analyzed Flags METHOD BLANK Laboratory ID: MB0614S1 ArocIor 1016 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1221 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1232 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1242 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1248 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1254 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1260 ND 0.050 EPA 8082 6-14-10 6-15-10 Surrogate: Percent Recovery Control Limits DCB 85 46-122 Source Percent Recovery RPD Analyte Result Spike Level Result Recovery Limits RPD Limit Flags MATRIX SPIKES Laboratory ID: 06-088-01 MS MSD MS MSD MS MSD Aroclor 1260 0.407 0.370 0.500 0.500 ND 81 74 36-121 10 15 Surrogate: DCB 73 73 46-122 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 103 21 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B METHOD BLANK QUALITY CONTROL Date Extracted: 6-14-10 Date Analyzed: 6-14-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: MB0614S5 Analyte Method Result PQL Arsenic 6010B ND 10 Barium 6010B ND 2.5 Cadmium 6010B ND 0.50 Chromium 6010B ND 0.50 Lead 6010B ND > 5.0 Selenium 6010B ND 10 Silver 6010B ND 0.50 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond; WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 104 22 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 7471A METHOD BLANK QUALITY CONTROL Date Extracted: 6-15-10 Date Analyzed: 6-15-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: MB0615S1 Analyte Method Result POL Mercury 7471A ND 0.25 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 105 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B DUPLICATE QUALITY CONTROL Date Extracted: 6-14-10 Date Analyzed: 6-14-10 Matrix: Soil Units: n►9lk9 (Ppm) Lab ID: 06-075-01,10 Comp. Sample Duplicate Analyte Result Result RPD POL Arsenic ND ND NA 10 Barium 26.2 26.9 3 2.5 Cadmium ND ND NA 0.50 Chromium 9.15 9.85 7 0.50 Lead ND ND NA 5A Selenium ND ND NA 10 Silver ND ND NA 0.50 Flags 23 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 106 • Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Date Extracted: 6-15-10 Date Analyzed: 6-15-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: 06-088-01 Analyte Mercury TOTAL METALS EPA 7471A DUPLICATE QUALITY CONTROL Sample Duplicate Result Result RPD POL Flags ND ND NA 0.25 24 OnSite Environmental, Inc. 14648 NE 95"' Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 107 25 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B MSIMSD QUALITY CONTROL Date Extracted: 6-14-10 Date Analyzed: 6-14-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: 06-075-01,10 Comp. Spike Percent Percent Analyte Level MS Recovery MSD Recovery RPD Flags Arsenic 100 97.5 97 95.7 96 2 Barium 100 129 103 134 108 3 Cadmium 50 48.6 97 47.7 95 2 Chromium 100 106 96 104 95 2 Lead 250 233 93 231 92 1 Selenium 100 98.5 99 98.3 98 0 Silver 25 22.9 92 22.7 91 1 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 108 • • 26 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 7471A MS/MSD QUALITY CONTROL Date Extracted: 6-15-10 Date Analyzed: 6-15-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: 06-088-01 Spike Percent Percent Analyte Level MS Recovery MSD Recovery RPD Flags Mercury 0.50 0.489 98 0.514 103 5 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 109 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 % MOISTURE Date Analyzed: 6-9&10-10 27 Client ID Lab ID % Moisture B-1-2.5, B-4-5.0 Comp. 06-075-01,10 Comp. 12 B-2-2.5, B-3-2.5 Comp. 06-075-02,05,08,11 Comp. 9 B -1 -5.0,B -2 -5.0,B -3-5.0,B-4-5.0 Comp. 06-075-04,07 Comp. 5 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 110 28 OnSite Envwonmental Data Qualifiers and Abbreviations A - Due to a high sample concentration, the amount spiked is insufficient for meaningful MS/MSD recovery data. B - The analyte indicated was also found in the blank sample. C - The duplicate RPD is outside control limits due to high result variability when analyte concentrations are within five times the quantitation limit. E - The value reported exceeds the quantitation range and is an estimate. F - Surrogate recovery data is not available due to the high concentration of coeluting target compounds. H - The analyte indicated is a common laboratory solvent and may have been introduced during sample preparation, and be impacting the sample result. I - Compound recovery is outside of the control limits. J - The value reported was below the practical quantitation limit. The value is an estimate. K - Sample duplicate RPD is outside control limits due to sample inhomogeneity. The sample was re -extracted and re -analyzed with similar results. L - The RPD is outside of the control limits. M - Hydrocarbons in the gasoline range are impacting the diesel range result. M1 - Hydrocarbons in the gasoline range (toluene-napthalene) are present in the sample. N - Hydrocarbons in the tube oil range are impacting the diesel range result N1 - Hydrocarbons in diesel range are impacting lube oil range results. O - Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result. P - The RPD of the detected concentrations between the two columns is greater than 40. Q - Surrogate recovery is outside of the control limits. S - Surrogate recovery data is not available due to the necessary dilution of the sample. T - The sample chromatogram is not similar to a typical U - The analyte was analyzed for, but was not detected above the reported sample quantitation limit. U1 - The practical quantitation limit is elevated due to interferences present in the sample. V - Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. W - Matrix Spike/Matrix Spike Duplicate RPD are outside control limits due to matrix effects. X - Sample extract treated with a mercury cleanup procedure. Y - Sample extract treated with an acid/silica gel cleanup procedure. Z - ND - Not Detected at PQL PQL - Practical Quantitation Limit RPD - Relative Percent Difference OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 111 Z LI .a O O▪ a CPS eunlsloyy % P99L Aq W3H sI aW d101 (8) sleleW Vl1OH IBM V LS 1.8 Aq saPp!giaH V woo Aq sep!3 sed 2808 Aq s9Qd WIS / 00L38 Aq sHVd NIS / QOLZ8 Aq sal!leioA!waS 809Z8 Aq sal!leloA paleua60leH 809Z8 Aq sepleloA XQ-Hd1MN -n-Hd1MN QIOH-Hd1MN 0 0 0. 0 2 3 E aE = —3T — m o EIFA C(,4 L mg OW a COWS 11 C j 0- C � L Q 0 n( (72 �Z ""� O E L Q 0 a a 0. m m 0) amis!oyy % 17991 - 17991 A1 W3H SlelaW dlal (8d sap V :I3 I lalal V ISIS Aq seplalgial{ V 1808 Aq sap!a!Isad 2808' 1 s80d WIS / OOLZ8 MI SHIM WIS /OOLZS Aq Sa!4EP WOS 809Z8 Aq SalUElon paleua6olEH 80928 salgelon x0-Hd1MP1 OttU E -Hd1MN 010H-Hd1MFi 0 C- LS. O aCC; 3 is 0 0' E PE .c 11 G3 • E =m CD Lm" Wo = = O 1a.1 a C) ce c m c ❑ ❑ to o 3 o L. .c n 1 U � m m c s a U) N Cl) ❑ ❑ C7' m t 0 Relinquished by Relinquished by n m w c y E (s 00 0 E 2 L U } File Operator Acquired Instrument : Sample Name: Misc Info . Vial Number: : X:\BTEX\DARYL\DATA\D100610\0610008.D 10 Jun 2010 16:41 Daryl 06-075-01,10 COMP V2-23-03 8 using AcqMethod 100430B.M 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 114 File : X:\BTEX\DARYL\DATA\D100610\0610010.D Operator Acquired : 10 Jun 2010 17:49 using AcqMethod 100430B.M Instrument : Daryl Sample Name: 06-075-02,05,08,11 COMP Misc Info : V2-23-03 Vial Number: 10 115 • File Operator Acquired Instrument : Sample Name: Misc Info _ Vial Number: X:\BTEX\DARYL\DATA\D100610\0610009.D 10 Jun 2010 17:16 Daryl 06-075-04,07 COMP V2-23-03 9 using AcqMethod 1004308.M Response 95000 90000 0610009.D\FID2B 85000 80000 75000 70000 65000 60000 55000 50000 45000 40000 35000 30000 . 25000 20000 15000 10000 5000 Time 0.00 200 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 .26.00 116 • File :X:\DIESELS\VIGO\DATA\V100614.SEC\0614—V5B.D Operator . ZT Acquired : 14 Jun 2010 18:39 Instrument . Vigo Sample Name: 06-075-01,10 Misc Info . Vial Number: 58 using AcqMethod V100419F.M Response_ 290000 280000 270000 260000 250000 240000 230000 220000 210000 200000 190000 180000 170000 160000 150000 140000 130000 120000 110000 100000 0.140 90000L l ...1.".1. .1.. .1.. .I.. .1... .•. .1..•.1....1....1....1,...1....1..,.1..,.1....1. .. Time 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 S. • nal: 0614-V58.01FID28.ch 14. View Mode: Quantitation 117 File :X:\DIESELS\VIGO\DATA\V100614.SEC\0614-V59.D Operator : ZT Acquired : 14 Jun 2010 19:19 using AcgMethod.V100419F.M Instrument : Vigo Sample Name: 06-075-02,05,08,11 Misc Info . Vial Number: 59 Response_ 290000 280000 270000 260000 250000 240000 230000 220000 210000 200000. 190000 180000 170000 160000 150000 140000 130000 120000 110000 100000. 90000 0.440 SI9nai: 0614-V59.D1FID2B.ch 14.19 View Mode: Quantitation ., "I""1"-"-I""1"'"1-•"•I ......•.... ... ......... .........•............... ... . Tune 0.00 2.00 4.00 6.00 &00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 118 File :X:\DIESELS\VIGO\DATA\V100614.SEC\0614-V60.0 Operator : ZT Acquired : 14 Jun 2010 19:59 using AcqMethod V100419F.M Instrument : Vigo Sample Name: 06-075-04,07 Misc Info . Vial Number: 60 Response... 290000 280000 270000 260000 250000 240000 230000 220000 210000 200000 190000 180000 170000 160000 150000 140000 130000 120000 110000 100000 90000 Time 0.$37 Si nal: 0614-V60.DDFID2B.ch 14.19 View Mode: Quantitation .. ..I. ..1.. .1..r .1. .v f�.rrr 1 .......•... ......... .................i........... .. 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 119 f' . 1 - . • • • APPENDIX D Report Limitations and Guidelines for Use • 120 APPENDIX D REPORT LIMITATIONS AND GUIDELINES FOR USEi This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnical Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for the exclusive use of the Museum of Flight and project team members for the Space Shuttle Gallery in Tukwila, Washington. This report may be made available to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with which there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Geologic Report is Based on a Unique Set of Project - Specific Factors This report has been prepared for the Space Shuttle Gallery at the Museum of Flight in Tukwila, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: s not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org GEOENGINEERVj July 20, 2010 1 Page D-1 Me No. 8039-008-00 121 For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; • elevation, configuration, location, orientation or weight of the proposed structure; • composition of the design team; or • project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Most Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. Page D-2 1 July 20, 2010 1 GeoEngineers, Inc. we No. 8039-008-00 122 A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing Togs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the Togs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. GEOENGINEERLJ July 20, 2010 1 Page D-3 Poe NO. B039-00800 123 Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concems regarding a specific project. Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and virus, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. Page D-4 1 Jury 20, 2010 1 GeoEngineers, Inc. File no. 8039-008.00 124 tAt CtV1 •° FILE COPY STRUCTURAL CALCULATIONS Structural Foundation Permit Volume 2: Structural Calculations Museum of Flight Space Shuttle Gallery Tukwila, Washington August 18, 2010 tO2b0 REVIEWED FOSE CODE COMPL A APPROVED OCT 25 2010 City ot Tukwila BUILDING DIVISION RECEIVED AUG 19 2010 PERMIT CENTER MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 • MAGNUSSON KLEMENCIC 1.1 ASSOCIATES ■ VOLUME 1: BASIS OF DESIGN STRUCTURAL BASIS OF DESIGN Project Description Building Codes Loading Criteria Materials GEOTECHNIAL ENGINEERING SERVICES REPORT BY GEOENGINEERS DATED JULY 20, 2010 VOLUME 2: STRUCTURAL CALCULATIONS 2.0 FXFCUTIVF SUMMARY - LATERAL DFSIGN 2.1 Lateral Design Step 1: Lateral Load Determination 2.1.1 Task 1: Calculate the Seismic Weight of the Structure 2.1.2 Task 2: Determine the Code Base Shear and Response Spectrum for the Permanent Building Condition 2.1.3 Task 3: Determine the Code Base Shear and Response Spectrum for the Temporary Building Condition 2.1.4 Task 4: Determine the Code Wind Loading for the Permanent Building Condition 2.1.5 Task 5: Determine the Code Wind Loading for the Temporary Building Condition 2.1.6 Task 6: Establish the Static and Dynamic Load Combinations 2.2 Lateral Design Step 2: Building Analysis and Design 2.2.1 Task 1: Build Linear Elastic Computer Model in SAP2000 of the Lateral Load -Resisting System for the Permanent and Temporary Conditions 2.2.2 Task 2: Verification of Structural Irregularities 2.2.3 Task 3: SAP2000 Analysis Results 17,1 k 2.2.4 Task 4: Design the Braced Frames 1,ZZ' 1 2.2.5 Task 5: Design the Building Columns 2.2.6 Task 6: Design the Wind Girts Z?- 4 2.2.7 Task 7: Design the Lobby Lateral Load -Resisting System 2.2.8 Task 8: Design the Diaphragms and Collectors • 355 2.2:9 Task 9: Design the Piles and Pile Caps 2.2.10 Task 10: Design the Grade Beams Structural Calculations Table of Contents Museum of Flight Space Shuttle Gallery, Tukwila, Washington ',!Y-,itk,. kir MAGNUSSON KLEMENCIC ASSOCIATES ■ VOLUME 2: STRUCTURAL CALCULATIONS (CONT.) 3.0 EXECUTIVE SUMMARY - GRAVITY DESIGN • 3.1 Gallery Roof Truss Design 3.1.1 Gallery Roof Truss Design Criteria 3.1.2 Gallery Roof Truss Analysis and Design 3.1.3 Gallery Roof Truss Connections 3.1.4 Gallery Roof Truss Elevations 3.2 Gallery Roof Framing Design 3.2.1 Gallery Roof Framing Design Criteria 3.2.2 Gallery Roof Framing Design 3.2.3 Gallery Roof Plan 3.3 Lobby Roof Framing Design 3.3.1 Lobby Roof Framing Design Criteria 3.3.2 Lobby Roof Framing Design 3.3.3 Lobby Roof Plan 3.4 Gallery Shuttle Pad Design 3.4.1 Gallery Shuttle Pad Design Criteria 3.4.2 Gallery Shuttle Pad Analysis and Design 3.5 Slab on Grade Design 3.5.1 Slab on Grade Design 4 0 MISCELIANEOUS DESIGN 4.1 Fire Separation at the Space Shuttle Gallery -904 Interface Structural Calculations Table of Contents Museum of Flight Space Shuttle Gallery, Tukwila, Washington 14441,5414.4i ;tom • • • LATERAL DESIGN ■ MAGNUSSON KLEMENCIC ASSOCIATES r • 2.0 Executive Summary — Lateral Design 2.1 Lateral Design Step 1: Lateral Load Determination 2.1.1 Task 1: Calculate the seismic weight of the structure 2.1.2 Task 2: Determine the code base shear and response spectrum for the permanent building condition 2.1.3 Task 3: Determine the code base shear and response spectrum for the temporary building condition 2.1.4 Task 4: Determine the code wind loading for the permanent building condition 2.1.5 Task 5: Determine the code wind loading for the temporary building condition 2.1.6 Task 6: Establish the static and dynamic Toad combinations 2.2 Lateral Design Step 2: Building Analysis and Design 2.2.1 Task 1: Build linear elastic computer model in SAP2000 of the lateral load -resisting system for the permanent and temporary conditions 2.2.2 Task 2: Verification of structural irregularities 2.2.3 Task 3: SAP2000 analysis results 2.2.4 Task 4: Design the braced frames 2.2.5 Task 5: Design the building columns 2.2.6 Task 6: Design the wind girts 2.2.7 Task 7: Design the lobby lateral load -resisting system 2.2.8 Task 8: Design the diaphragms and collectors 2.2.9 Task 9: Design the piles and pile caps 2.2.10 Task 10: Design the grade beams 3.0 Executive Summary — Gravity Design 3.1 Gallery Roof Truss Design 3.1.1 Gallery roof truss design criteria 3.1.2 Gallery roof truss analysis and design 3.1.3 Gallery roof truss connections 3.1.4 Gallery roof truss elevations 3.2 Gallery Roof Framing Design 3.2.1 Gallery roof framing design criteria 3.2.2 Gallery roof framing design 3.2.3 Gallery roof plan 3.3 Lobby Roof Framing Design 3.3.1 Lobby roof framing design criteria 3.3.2 Lobby roof framing design 3.3.3 Lobby roof plan 3.4 Gallery Shuttle Pad Design 3.4.1 Gallery shuttle pad design criteria 3.4.2 Gallery shuttle pad analysis and design 3.5 Slab on Grade Design 3.5.1 Slab on grade design 4.0 Miscellaneous Design 4.1 Fire Separation at the Space Shuttle Gallery -904 Interface r MAGNUSSON KLEMENCIC ASSOCIATES re 2.0 EXECUTIVE SUMMARY — LATERAL DESIGN 2.0.1 LATERAL DESIGN Overview The building will be analyzed in SAP2000 using the Modal Response Spectrum Analysis method per IBC 2009. The minimum base shear will be calculated using the response modification coefficient defined below, and the story drift will be calculated using the deflection amplification factor defined below. The lateral system design criteria are summarized in the following table: Analysis Direction Lateral System R Co Modal Response Both Building Frame — Ordinary Steel 3.25 3.25 2.0 Spectrum Analysis Concentrically Braced Frames' 1. Per ASEC 7-05, Table 12.2-1, Item B-4. For Site Class E, exceptions are made for single -story buildings up to a mean height of 60 ft where the roof dead load does not exceed 20 psf. Process Lateral Design Step 1: Lateral Load Determination • Task 1: Calculate the seismic weight of the structure • Task 2: Determine the code base shear and response spectrum for the permanent building condition • Task 3: Determine the code base shear and response spectrum for the temporary building condition • Task 4: Determine the code wind loading for the permanent building condition • Task 5: Determine the code wind loading for the temporary building condition • Task 6: Establish the static and dynamic load combinations L eterol Desic.n Stet, 2: 99i1dinp ke,.:;v,,i; end D,cio=} • Task 1: Build linear elastic computer models (in SAP2000) of the building lateral load -resisting system for the permanent and temporary conditions • Task 2: Verification of structural irregularities • Task 3: SAP2000 analysis results Structural Calculations Museum of Flight Space Shuttle Gallery, Seattle, Washington Lateral Design 1 e Task 4: Design the braced frames • Task 5: Design the building columns • Task 6: Design the wind gins • Task 7: Design the lobby lateral load -resisting system • Task 8: Design the diaphragms and collectors • Task 9: Designthe piles and pile caps o Task 10: Design the grade beams Structural Calculations 2 Museum of Flight Space Shuttle Gallery, Seattle, Washington MAGNUSSON KLEMENCIC ASSOCIATES E Lateral Design • • • •' MAGNUSSON KLEMENCIC _ ASSOCIATES 2.1 LATERAL DESIGN STEP 1: LATERAL LOAD DETERMINATION 2.1.1 TASK 1: CALCULATE THE SEISMIC WEIGHT OF THE STRUCTURE The seismic weight of the structure has been manually calculated using the tabulated weights below. ■ Roof Weights: Type Slab/Decking Finishes and M/E/P Main Roof 3 psf 15 psf Lobby Roof 53 psf 145 psf • Structural Steel Weights: Vertical and horizontal framing weights calculated based on y= 490 Ib/ft3 • Exterior Cladding: Type Load Curtain Wall/Cladding (including 15 psf secondary steel support) The following page contains a spreadsheet calculation for the seismic weight of the structure. Structural Calculations Lateral Design 1 Pe est"XE `t. iw Museum of Flight Space Shuttle Gallery, Seattle, Washington 3 Museum of Flight Shuttle Gallery (MKA Project 8: 94671.00) Seismic Base Shear -Permanent Condition Weights worksheet By: BMX Date: 8.9.2010 Time: 8.42a rue sDockmenIABILIsedm n nwmtt.m_e.€x.n 10_07_1800u. B. ve.. IBC Iooa..nlweorm .wn.e. Main Structure A/M/E Cladding Area Unit wgt w Area Unit wgt w Area Unit wgt w Level w (sf) (psf) (kips) (sf) (psf) (kips) (sf) (psf) (kips) 1 735 Trusses 15318 4.38 282 15318 15 230 4508 15 223 Purlins 15318 2.5 4508 15 Edge Beams 15318 2.7 3780 15 Roof Deck 15318 3 2074 15 Bridging/Bracing 15318 0.125 Vertical Elements 15318 5.7 Additional Area Mass 0.818 psf/g (apply to SAP model) Additional Line Masses 5.087 plf/g (apply to SAP model) Lobby Structure A/M/E Cladding Area Unit wgt w Area Unit wgt w Area Unit wgt w Levet w (sf) (psf) (kips) (sf) (psf) (kips) (sf) (psf) (kips) 1 116 2.5" NW Conc on 3" Dect 862 53 58 582 20 40 1192 15 18 Steel Framing 862 14.3 280 100 Additional Area Mass 4.948 psf/g (apply to SAP model) 4 111 • SAP2000 6/21/10 9:23:13 AFFECTIVE SEISMIC, wE1GI-Ir - ASSlGI4 AS AtO1Ttct'(4U DIAS'S�S' - lNcw13E SEA -F v1FtGNr CF sl< L t *NG irk motel (Sok) C. fl DINC, Os -os P5F 67.7 k).,TYf - Cl-AbAING 1 (37t0 Frk IS KF = 567 kJ CLAW i 4 & (z97q Fri ISPSF =3I-1 k) EDGE BEPmS (NtKk) t2Oor 1r7 (163 S itFA 409.33` = 67. of k ) poRUNs (z.s p ) 'DECK (3.0 rP ) $RgGNG (<) Ps -0 k`Nt/E. (ts Ps -F) SE1sMtC WI-%GHr = 735 k SAP2000 v14.2.0 - File:10_06_18_MOF Shuttle Gallery Lateral Model - 3-D View - Ib, ft, F Units 5 • 2.1 LATERAL DESIGN STEP 1: LATERAL LOAD DETERMINATION MAGNUSSON KLEMENCIC 114 ASSOCIATES 2.1.2 TASK 2: DETERMINE THE CODE BASE SHEAR AND RESPONSE SPECTRUM FOR THE PERMANENT BUILDING CONDITION The code base shear is calculated in accordance with ASCE 7-05. The code base shear calculation is shown below. Table: Design Parameters Parameter Value Building Latitude 47.52°N Building Longitude 122.30°W Occupancy Category III Importance Factor (/e) 1.25 Mapped. Spectral Acceleration S,= 1.52; S, = 0.52 Site Class E Site Class Coefficients Fo = 0.9; F = 2.4 Spectral Response Coefficients Sas = 0.912; So, = 0.832 Seismic Design Category D Lateral System Ordinary Steel Concentrically Braced Frames Response Modification Coefficient (R) 3.25 Building Period (T), Section 12.8.2 T = 0.49 seconds (Based on h= 55 feet) CS (Eq. 12.8-2) Csina' (Eq. 12.8-3) Csmrn (Eq. 12.8-5) Seismic Response Coefficient Seismic Base Shear (12.8.1) Analysis Procedure Used Design Base Shear (12.9.4) Cs = 0.351 governs Cmuvr x = 1.0, Cs,n0X y = 0.582 CS'n'n = 0.05 CS = 0.351 V = 299 kips (each direction) Modal Response Spectrum Analysis V = .85 x 299 kips = 254 kips (each direction) Structural Calculations w .a; Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 6 7 MAGNUSSON KLEMENCIC ASSOCIATES Y DBE Ground -Surface Level Spectrum The general response spectra are developed in accordance with ASCE 7-05 Section 11.4.5. P -delta effects are included in accordance with ASCE 7-05 Section 12.8.7. Mode shapes are combined using the CQC method. DBE Horizontal Period (seconds) Spectral Acceleration (g) 0.00 0.366 0.184 0.912 DBE Horizontal Period (seconds) Spectral Acceleration (g) 2.145 0.393 2.269 0.371 0.920 0.912 2.401 0.351 0.973 0.865 2.540 0.331 1.030 0.818 2.688 0.313 1.089 0.773 2.844 0.296 1.153 0.730 3.009 0.280 1.220 0.690 3.183 0.264 1.290 0.652 3.368 0.250 1.365 0.617 3.564 0.236 1.445 0.583 3.771 0.223 1.529 0.551 3.990 0.211 1.617 0.521 4.221 0.199 1.711 0.492 4.466 0.189 1.811 0.465 4.726 0.178 1.916 0.440 5.000 0.168 2.027 0.415 The design level spectrum can be found on the following pages. Structural Calculations Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington • • • Museum of Flight Shuttle Gallery (MKA Project #: 94671.00) Seismic Base Shear -Permanent Condition Basic Sheet By: BHK Date: 8.10.2010 Time: 9.35a Fne. cADocuments and Settrngs\BHK\Mo Documents\Museum of nignt\Escet_Wckup 10 0]_18\ISe.sonc Base Shear • IBC 2006.ols)Bask Sheet Ground Motion/Site mapped Ss: 1.520 mapped 51: 0.520 Site Class: E Sos = 0.912 S D1 = 0.832 T1 = 6 Fa = 0.90 F„ = 2.40 E„ = 0.182D (for reference only) (Using ASCE 7-05s2) Building Information X -direction Y -direction Occ. Category: III Type: All others Type: All others SDC = D Ct = 0.020 Ct = 0.020 1= 1.25 x = 0.75 x= 0.75 Cu = 1.40 Approximate period, Ta = 0.49 sec Ta = 0.49 sec Upper limit period, C,,Ta = 0.68 sec Cu Ta = 0.68 sec R x-dir : 3.25 R y-dir : 3.25 T445: 0.31 sec T anarys,s,y : 0.57 sec T desi9n,x = 0.31 sec T dcu9n,y = 0.57 sec kx = 1.00 k =1.04 (Eq. 12.8-2) Cs x = 0.351 I -controls Cs,y = L 0.351 I -controls (Eq. 12.8-3) 1.032 0.561 (Eq. 12.8-4) n/a n/a (Eq. 12.8-5) 0.050 0.050 (Eq. 12.8-6) n/a n/a For ELF: V EIF,x = 299 kips V ay,y = 299 kips (V, Computed with R e 1 and! a 1) lit?, : 582 kips Vt,y : 598 kips (Scale to: VoyN,x = 254 kips VoyN,y = 254 kips No. stories = 3 I [controlled by 0.85Velf] [controlled by 0.85Veif] j Level, weight, i wt (kips) 1 0 2 735 1 116 E = 851 story height (ft) 0.00 55.00 15.67 Vertical Distribution of Lateral Loads elevation, 1 X -direction I , Y -direction hi (ft) wihik F, (kips) V, (kips), i w,hik F, (kips) Vi (kips)_] 70.67 0 0.0 0.0 1r 0 0.0 0.0 I 70.67 51942 288.4 288.4 II 60290 288.9 288.9 i 15.67 i 1818 10.1 298.5 , i 2001 9.6 298.5 53760 62292 1/2 Museum of Flight (MKA Project ;C: 94671.00) ) Seismic Base Shear -F Basic Sheet By: BHK Date: 8.10.2010 Time: 9.35E CADocuments and $.tt,ngs‘B111C0My Docv,ne,Ks‘Muse Ground Motion/Site mapped S5: 1.520 mapped Si : 0.520 Site Class: E Sas = 0.912 Sol = 0.832 T1 = 6 Building Information Occ. Category: III SDC = D 7 = 1.25 Cu = 1.40 No. stories = 3 Diaphragm Inertial Lateral Loads rLevel, weight, —I max = min = 1 _ X -direction Y -direction i w, (kips) [0.4SDSI 0.25DS11 r (Eq. 12.10-1) Fpxlwpx Fpx (Eq. 12.10-1) Fpxlwpx Fpx T 1 0 1 0.456 0.228 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 2 735 1 0.456 0.2280.392 0.392 288.4 0.393 0.393 288.9 1 116 f 0.456 0.228 II i 0.351 0.351 40.7 0.351 0.351 40.7 E = 851 (w = W,) (wp, = w,) 9 2/2 • • -dir design spectrum (R = 3.25) Ln a v 0 0 In O y 1- 0 Ln O LA M N N -'+ 0 0 0 0 M/A ';uap!JJaOD Keays aseg O 0 Ln M N O N Lrl 0 O O O 0 0 0 0 .0 Period, T (sec) 10 11 M/A quapulaco JeayS aseg Period, T (sec) • MAGNUSSON KLEMENCIC __ ASSOCIATES IS 2.1 LATERAL DESIGN STEP 1: LATERAL LOAD DETERMINATION 2.1.3 TASK 3: DETERMINE THE CODE BASE SHEAR AND RESPONSE SPECTRUM FOR THE TEMPORARY BUILDING CONDITION The code base shear is calculated in accordance with ASCE 7-05 with modifications made per ASCE37-02. The code base shear calculation is shown below. Table: Design Parameters Parameter Value Building Latitude Building Longitude Occupancy Category Importance Factor (/e) Mapped Spectral Acceleration Site Class 47.52°N 122.30°W III 1.25 SS = 1.52; 5, = 0.52 E Site Class Coefficients f° = 0.9; F = 2.4 Spectral Response Coefficients Sas = 0.182; So, = 0.166 Seismic Design Category Lateral System E Ordinary Steel Concentrically Braced Frames Response Modification Coefficient (R) 2.5 Building Period (T), Section 12.8.2 T = 0.49 seconds (Based on h= 55 feet) Cs (Eq. 12.8-2) CS = 0.091— governs Cm°' (Eq. 12.8-3) CsmQ,x = 0.231, Csm°' y = 0.141 Csm'^ (Eq. 12.8-5) Seismic Response Coefficient Seismic Base Shear (12.8.1) Csm'n = 0.01 C,=0.091 V = 78 kips (each direction) Analysis Procedure Used Modal Response Spectrum Analysis Design Base Shear (12.9.4) V = .85 x 78 kips = 66 kips (each direction) Structural Calculations Lateral Design .Y. l$ +%� ?k ?C . !x�T� t s'f'� j iR� i ..•., "v.`�. +is Ve Museum of Flight Space Shuttle Gallery, Seattle, Washington 12 MAGNUSSON KLEMENCIC ASSOCIATES DBE Ground -Surface Level Spectrum The general response spectra are developed in accordance with ASCE 7-05 Section 1 1 .4.5. P -delta effects are included in accordance with ASCE 7-05 Section 12.8.7. Mode shapes are combined using the CQC method. DBE Horizontal Period (seconds) Spectral Acceleration (g) DBE Horizontal Period (seconds) Spectral Acceleration (g) 0.00 0.073 2.145 0.079 0.184 0.182 2.269 0.074 0.920 0.182 2.401 0.070 0.973 0.173 2.540 0.066 1.030 0.164 2.688 0.063 1.089 0.155 2.844 0.059 1.153 0.146 3.009 0.056 1.220 0.138 3.183 0.053 1.290 0.130 3.368 0.050 1.365 0.123 3.564 0.047 1.445 0.117 3.771 0.045 1.529 0.110 3.990 0.042 1.617 0.104 4.221 0.040 1.711 0.098 4.466 0.038 1.811 0.093 4.726 0.036 1.916 0.088 5.000 0.034 2.027 0.083 The design level spectrum can be found on the following pages. Structural Calculations Lateral Design R ,Hx 77 abs tom^ 13 Museum of Flight Space Shuttle Gallery, Seattle, Washington • • Museum of Flight Shuttle Gallery (MKA Project 0: 94671.00) Seismic Base Shear -Temporary Condition Basic Sheet By: BHK Date: 8.9.2010 Time: 9.47a He: C:\Oocuments and Settings\BMK\My ()ocumen.\Museum of Flight \Excel backup I0_07-1fRiSe,.,, c Base Shear - IBC 1006_tempo,a,y co,.dlpon.elsIBasu Sheet Ground Motion/Site mapped S s : 1.520 mapped S1: 0.520 Site Class: E S Os = 0.182 4 SDI = 0.166 TL = 6 0.2F,SDs & 0.2F„ Sol per ASCE37-02 "Design Loads on Structures During Construction" (Using ASCE 7-05s2) Building Information X -direction Y -direction Occ. Category: III SDC = C 7 = 1.25 C, = 1.57 No. stories = 3 Type: All others Type: All others Cr = 0.020 C, = 0.020 x = 0.75 x= 0.75 Approximate period, Ta = 0.49 sec Ta = 0.49 sec Upper limit period, Cu Ta = 0.76 sec Cu Ta = 0.76 sec R„-dir: 2.5 Ry-dir: 2.5 Ta„a,ys;sx: 0.36 sec Tana,ysis,y: 0.59 sec Tdesign,x = 0.36 sec Tdesign,y = 0.59 sec k„ = 1.00 ky = 1.05 (Eq. 118-2) Cs , = I 0.091 1 -controls C.,,,,,= I 0.091 I -controls (Eq. 12.8-3) 0.231 0.141 (Eq. 12.8-4) n; a n/a (Eq. 12.8-5)0.010 0.010 (Eq. 12.8-6) n/a n/ a For ELF: V ELF,x = It', comp -dad with R . l and 1 Scale to: VL, V DY 5,a• = 78 kips 95 kips 66 kips [controlled by 0.85Velf] V ELF,y = 78 kips Vt,y : 122 kips VDyN,y = 66 kips [controlled by 0.85Velf] Vertical Distribution of Lateral Loads Level, i weight, w, (kips) story height (ft) elevation, h, (ft) X -direction Y -direction w,h;k F, (kips) V, (kips) w;h;k F, (kips) V, (kips) 1 0 0.00 70.67 0 0.0 0.0 0 0.0 0.0 2 735 55.00 70.67 I 51942 75.0 75.0 62913 75.2 75.2 1 116 15.67 15.67 1818 2.6 77.6 2057 2.5 77.6 E_ 851 53760 64970 1/1 14 0 O O 15 X-dir design spectrum (R = 2.5) co O O M/A ';uepwaoD aeays ase 0 O tn ro c Lri N 0 Period, T (sec) • • m C7 Museum of F Y direction i � 1 N II o 0 1 Lt. N �I II 3 cc Y-dir design spectrum (R = 2.5) N-1 0 CO 10 O O O O O O O O M/A '}uaD!Jao3 _ways asee Ul O M 1n O N O ti Ln O . O O N O O O O O Period, T (sec) 16 ) J 17 SEI/ASCE 37-02 American Society of Civil Engineers Design Loads on Structures During Construction This document uses both Systeme International (SI) units and customary units. ASCE kefto Published by the American Society of Civil Engineers 1801 Alexander Bell Drive Reston, Virginia 20191-4400 • DESIGN LOADS ON STRUCTURES DURING CONSTRUCITON STANDARD 6.4.2 Thermal, Exposure, and Slope Factors The thermal factor, Ct, and the exposure factor, C., shall be for the conditions that will exist during construction. If.a range of conditions will exist during construction, a series of load calculations shall be made to cover the range of thermal and exposure fac- tors to be expected. The slope factor, C., shall be deter- mined based on the construction -phase values of C, and C. 6.4.3 Drainage Where drainage provisions may become blocked during construction (e.g.. by freezing), the extra loads created by such blockages shall be included. 64.4 Loads in Excess of the Design Value Surfaces on which snow and ice accumulate shall be monitored and any loads in excess of construction - phase design loads shall be removed before construc- tion proceeds. 6.5 Earthquake Where requires by the governmental authority having jurisdiction, or by the owner, or by the design engineer of record, seismic design of temporary struc- tures and supports shall be performed. If so required. earthquake loads shall be calculated in accordance with procedures in the 1995 edition of ASCE 7-95. All strvcmms shall be treated as Category II, per Table 1-1 of ASCE 7-95, regardless of the group classification of the completed structure. 6.5.1 Applicability Earthquake loads need not be considered unless the acceleration coefficient, A., read from Map 9-1 of ASCE 7-95, exceeds 0.15. If A. exceeds 0.15, earth- quake loads need not be considered if the horizontal design loads from wind or other causes (nominal load 30 COMMENTARY C6.4.2 Thermal, Exposure, and Slope Factors The values of the thermal factor, C„ are deter- mined for the conditions that will exist during con- struction. These conditions may be quite different from those that will exist once the building is occupied. Since the value of C, depends on whether heat is pro- vided in a building, and most buildings under construc- tion are unheated, snow loads may be higher during constnrction than when the building is completed and occupied. In most circumstances the exposure factor, C., for a roof during construction will be the same as the ex- posure factor for that roof during the life of the build- ing. When the thermal factor changes, the slope factor. C., may also change. C6.4.3 Drainage Drainage provisions, which often rely on building heat to function properly, may become blocked with ice during construction in cold weather if the building is unheated. When this occurs, excess loads may accu- mulate on roofs. Ponding instability may result. It may be appropriate to instals temporary heaters in drains to avoid such problems during construction. C6.4.4 Loads in Excess of theDesign Value If loads in excess of construction -phase design values are encountered during construction, work within the building should be halted until the overload is eliminated. Snow removal procedures must be planned to avoid overloading the structure with piles of snow or by the use of equipment too heavy for the structure. C6.5 Earthquake The earthquake provisions of ASCE 7-95 are modeled on FEMA (1994). C6.5.1 Applicability The 0.15 threshold for A. is derived as follows: 1. The design acceleration for a 6 -month duration (A•.) is approximately 20% of the A. mapped as having a 1O% chance of being exceeded in a 50 -year period 18 STANDARD level) exceed 0.2A, times the weight to be braced by the temporary bracing system. Construction of detached one- and two-family lightly framed dwellings not exceeding two stories in height is exempt from these earthquake requirements. This section applies to all construction except those specifically covered in Section 6.5.3. 6.5.2 Use of ASCE 7-95 For use of the earthquake load provisions of ASCE 7-95, the following modifications should be made: r xS, fultS1 1. The mapped values f • • ( . • y be multi- plied by a factor less one to represent the re- duced exposure period, but the factor shall not be less than 0.2. Note: for regions inside the 0.4 con- tour on the map, the minimum factor should in- crease to a value of 0.4 along major faults. 2. The restrictions on types of structural systems in seismic performance categories D and E do not ap- ply, as long as die height of the temporary bracing system above the final seismic resisting system does not exceed 100 feet (30 m). 3. The R factor used for temporary bracing systems shall not exceed 2.5 unless the system is detailed in accordance with the provisions of ASCE 7-95. 4. Only the requirements dealing with the strength of the seismic resisting structural system need be satis- fied. 65.3 Other Standards for Earthquake -Resistant Design Partially complete structures of a type that are ex- cluded xcluded by the earthquake load provisions of ASCE 7- 95 and for which specifically applicable standards for earthquake -resistant design exist, such as vehicular bridges, shall be designed and evaluated according to the specifically applicable standard. Earthquake loads 19 SEUASCE 37-02 COMMENTARY (a mean recurrence interval of about 475 years). 2. The inelastic response modification factor, R, for temporary bracing systems common in construction projects is assumed to be 2.5, consistent with a low level of ductility and redundancy. Therefore, the re- sponse acceleration for short -period structures (also characteristic of temporary bracing) is CS= 2.5A 1.0 Aa=0.2A, 3. The strength required for horizontal construction loads represents a lower bound strength for lateral resistance. It is specified herein to be 2% of the weight at allowable stress, which would be approxi- mately 3% at strength levels. 4. The equivalent threshold acceleration is therefore 02 A. = 0.03 A.=0.15 C6.5.2 Use of ASCE 7-95 The higher factor with the 0.4 contour is caused by the truncation of the probabilistic maps at the 0.4g ac- celeration leveL It is generally accepted that such trun- cation results in reasonable design for permanent struc- tures; however, the logic may not be applicable for the much shorter construction periods pertinent during construction. The drift limitations and the nonstructural provi- sions are not required for temporary structures and for structures during their construction phases. Specific provisions for design of masonry structures to resist seismic loads are contained in ASCE 5-92. C6.5.3 Other Standards for Earthquake -Resistant Design ASCE 7-95 excludes certain types of structures for various reasons: unique characteristics of response to ground shaking, exceptionally high risk associated with poor performance, and the existence of other standards for design. The provisions of Section 6.5.2 are intended to make ASCE 7-95 usable for most 31 • MAGNUSSON KLEMENCIC ASSOCIATES 2.1 LATERAL DESIGN STEP 1 : LATERAL LOAD DETERMINATION 2.1.4 TASK 4: DETERMINE THE CODE WIND LOADING FOR THE PERMANENT BUILDING CONDITION The calculations for the MWFRS code wind loading is can be found on the following pages. The loads are determined in accordance with ASCE 7-05. Structural Calculations Lateral Design 1�'�d%nhY.i�� Museum of Flight Space Shuttle Gallery, Seattle, Washington 20 MOF Shuttle Gallery -Permanent Condition Mon August 9, 2010 9:31AM WIND PRESSURE CALCULATION INPUTS - ASCE 7-05 v4.7 SITE AND STRUCTURE TYPE Basic wind speed, V: 85 mph Exposure: 8 Damping ratio: Steel (1.0%) Occupancy Category: 01 Hurricane prone region? NO Building Type: Buildings Enclosure Condition: Enclosed Gcpi: 0.18 X -direction bldg period: 0.31 sec Y -direction bldg period: 0.57 Roof Type: Monoslope Root Ridge Parallel to Axis: X Roof Vert Dm "Rh': 30.00 ft Screenwall / Parapet Height: 0.00 ft Parapets at Rool Corners? No BUILDING ELEVATION TRUE TRUE FALSE Top of Bonding Etev Roof Levu Story I Rh V Ground Level BUILDING STORIES More Lines Fewer Lines ANALYSIS COMPLETE GUST FACTORS, Gx & Gy Calc Value Gx 0.825 Gy 0.833 r User Gx, Gy Values Yellow Shaded Cells are inputs!! BUILDING PLAN * E � 4 X - axis wind X - dimension4 Y- dimension INSTRUCTIONS 1. Save a copy of this spreadsheet in the appropriate directory. 2. Input the project rntormation. Yellow cells require user input. 3. Enter the "SITE AND STRUCTURE TYPE" input information. 4. Select the number of stories and enter the "BUILDING GEOMETRY' input information. 5. Select any Advanced Input Options as necessary. 6. Press the 'Run Analysis' button. 'Analysis Complete" should appear. 7. The tollowing sheets will display MWFRS and C8C design pressures for the structure. NOTES 1. The wind pressure calculations are based upon methods listed in ASCE7-05 Section 6.0. 2. All pressures are unfactored. Factor as appropriate. 3. All pressures are for the design level wind. For serviceability wind pressures, see the Wind Specialist Group. 4. All code references are to ASCE7-05 unless noted otherwise. MAGNUSSON KLEMENCIC BUILDING GEOMETRY FLOOR Story Ht (ft) Plan Dimensions X(tt) Y(tt) L Height ( 11 ) Parapets 0.00 110 140 55.00 Roof 55 110 140 55.00 Ground 0 110 140 0.00 C:\Documents and Settings\BHK1My Documents\Museum of Flight \Excel backup 10_07_181ASCE05_Wind_MuseumOtFiight.xls 21 • • • Wind Base Shear Other ASCE Wind Design Constants c 6 C C 33 00 x> Wind Pressure vs Height R 9 R (u) uofenefl X 0 W a E S WIND N V•DIRECTION 4. I"1'i'!`I`i 1 1 1 1 1; 1.1 1;.1 1 1`I 1 1? E i l I 3.n 0 <m"1 t .i I ! 1 i E ! E.1" 1 ! •I 1 ?.t 1 1 11 l l ! ! 1 i.l ! t 1 1 ! ? ! ! ! 1 ! 1 ! t'! 1 t ! ! ! 1 4 c a a. z Q 0 O •0 ASCE 7-05 WIND ANALYSIS RESULTS w O1111E!(iftiiltlll[1111lllltl?llililitii(illi.!E!II 0 10 °t 111E?!!11111 i t 11 i 11 i 11 i1 1ii1111 l ;;; s!I:ss: 99 99 S 8 711 22 MOF Shuttle Gallery -Permanent Condition Mon August 9, 2010 9:31AM MAIN WIND FORCE RESISTING SYSTEM (MWFRS) LOAD COMBINATIONS _, ' ' 1_ NOTES -- _ 1. Force 'Fs taken parallel to the X -anis ,, 2. Force 'F8'taken parallel to Me 5 -axis �.. `_ L. � --.I Y 3. Torsional Moment 'MY taken abot4 certro10 of Iloor •, ,� ' '.44i. ' 4. 'MY may be Wseve or negative GSE 1 CASE 3 5 Load Cases 1 and 2 to he spored in X and V axes non -concurrently 6. A8860041 bad cases to nega5vo 5 of V axis directions should be checked --- --� - - 7. Wind forces are tmfactored. - no ., 8. In a Ilezbl0 structure, the mass / soleness eccentricity eR must be input for each Door. See ASCE 7.05 Soden 6.5 8.2 s MAGNUSSON KI FMENCIC ANALYSIS COMPLETE yyr 1 I 1x1.1, r I, CASE 2 CASE 4 Load Case 2: Mo . 0.75'(Pw.. PIx)'Bi e. 1.0y . 0 75'IPwy • R91 -13Y -s3 Load Case 4 Mt. 0.563'(Pwz. PtyBx'ez. 0.563'(Pwy. PfyyBY e1 23 • LOAD CASE 2 3 4 Code Rigid Mass) stiffness Design- . Eccentricly Eccentricity Eccentrlcty X-0IrectIon Y-11506 bn , , 9 -direction If-directionBoth Both, LEVEL eo • na, Y e,,. s a., Y e, a a, y Fa ' ' -• Fy • MI . Fs Fy Mt Fs Fy MI Fs Fy Mt F • Fy Mt F. Fy Mt h h h hh it kips 'kips 8041kips R. kis-ft kips klos kip -ft kips kps 143-11kips Mss kip -ft kps kips kph SUM 116 0 0 0 87 0 87 0 1827 0 66 1083 87 66 0 65 49 2184 Root 21 16.5 21.0 16.5 7,84' 0 0 ._ . 0 . 48 ` 0 . 48 0 1007 0 36 600 . 48 36 0 ' 36 27 1206 Ground Grou 21 16.5 21.0 16.5 � -52 0 0 0 39 0 39 0 820 0 29 483 39 29 0 29 22 978 23 • •1 MOF Shuttle Gallery -Permanent Condition Mon August 9, 2010 9:31AM ROOF MWFRS PRESSURES Design Information Roof Type: Jlonosfope Roof Angle: 12 degrees MAGNUSSON KLEMENCIC ASSOC IA115 ANALYSIS COMPLETE WIND BLOWING IN THE X-AXIS DIRECTION ROOF PRESSURES Horizontal from (ft) to (ft) Extent Windward Eve All All 0 to h/2 0.0 35.0 h/2 to h 35.0 70.0 h to 2h 70.0 110.0 > 2h 110.0 110.0 Case 1 +Gcpi Windward Leeward ( psf) ( psf) ( psi ) -4 -24 -4 -14 -4 -13 -4 -9 -4 -7 Case 2 -Gcpi Windward Leeward (psf) (psf) .(psf) 0 0 0 0 0 -19 -9 -8 -5 -3 WIND BLOWING IN THE Y-AXIS DIRECTION ROOF PRESSURES Horizontal from (ft) to (ft) Extent (ft) Windward Eve All All Roof all all Case 1 +Gcpi Windward Leeward ( psf) ( psf) ( psf) -5 -23 -5 -12 -9 Case 2 -Gcpi Windward Leeward ( psf) ( psf) ( psf ) 0 -18 0 -8 -4 NOTES 1. Positive values act toward the surface 2. Negative values act outward from surface 3. Blank values do not apply to the load case / wind direction selected 4. " -- " indicates pressure does not apply to direction considered. 5. Wind design pressures are unfactored. 6. Where two windward pressures are listed, the roof should be designed for the worst combination of windward plus leeward pressure. 24 ei MAGNUSSON 11 KLEMENCIC ASSOCIATES 2.1 LATERAL DESIGN STEP 1: LATERAL LOAD DETERMINATION 2.1.5 TASK 5: DETERMINE THE CODE WIND LOADING FOR THE TEMPORARY BUILDING CONDITION The calculations for the MWFRS code wind loading is can be found on the following pages. The loads are determined in accordance with ASCE 7-05 with modifications made per ASCE37-02. Structural Calculations Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 24 Museum o) Flight - Temporary Condition Mon August 9, 2010 6:36PM WIND PRESSURE CALCULATION INPUTS - ASCE 7-05 v4.7 Basic wind speed. V: Verity V Oe Exposure: B Damping ratio: Steel (1.0%) Occupancy Category: 11 Hurricane prone region? NO Building Type: Buildings Enclosure Condition: Enclosed Gcpi: 0.18 X -direction bldg period: 0.36 sec Y -direction bldg period: 0.51 Root Type: Monoslope Root Ridge Parallel to Axis: X Root Vert Dim "Rh": 30.00 II Screenwall t Parapet Height: 0.00 ft Parapets at Roof Corners? No BUILDING ELEVATION TRUE TRUE FALSE Top of Building Elev Roof Level Story 1 V 47, .4 • p4' 1 BUILDING STORIES More Lines Fewer Lines ANALYSIS COMPLETE GUST FACTORS, Gx & Gy Calc Value Gx 0.825 Gy 0.833 r User Gx, Gy Values Yellow Shaded Cells are inputs!! BUILDING PLAN to t 4X-mds wind X - dimension s Y - dimension INSTRUCTIONS 1. Save a copy of this spreadsheet in the appropriate directory. 2. Input the project information. Yellow cells require user input. 3. Enter the "SITE AND STRUCTURE TYPE" input information. 4. Select the number of stories and enter the "BUILDING GEOMETRY" input information.• 5. Select any Advanced Input Options as necessary. 6. Press the "Run Analysis" button. "Analysis Complete" should appear. 7. The following sheets will display MW FRS and C8C design pressures for the structure. NOTES 1. The wind pressure calculations are based upon methods listed in ASCE7-05 Section 6.0. 2. All pressures are untaclored. Factor as appropriate. 3. All pressures are for the design level wind. For serviceability wind pressures, see the Wind Specialist Group. 4. Alt code references are to ASCE7-05 unless noted otherwise. MAGNUSSON KLEMENCIC BUILDING GEOMETRY FLOOR Story Ht (ft) Plan Dimensions X(tt) Y(ft) £ Height (f1) Parapets 0.00 110 140 55-00 Root 55 110 140 55.00 Ground 0 110 140 0.00 C:\Documents and Settings\BHK\My Documents\Museum of Flight \Excel_backup 10_07_18\ASCE05_Wind_MuseumOfFlight_temporary.xis 25 • • _. zuz 9O! }$_ \� Wind Base Shear Other ASCE Wind Design Constants jj { 0 ) \0 2 � rm e ) ) tO § ) 3 • l \,1E\} b }\ 'til1 .1 d X11' 11 e. o ;/,% U ;!,.i,l 4 : 2§ \ Az k ; ;; iE 7! WIND N X.DIRECTION ASCE 7-05 WIND ANALYSIS RESULTS a ° [l:tl:::::1111111 111:;111 1 ,:1il1:i:,:.:.IE11 \ + :.,::1::11:::,....•.,11:1:: 26 Museum of Flight - Temporary Condition Mon August 9, 2010 6:36PM MAIN WIND FORCE RESISTING SYSTEM (MWFRSI LOAD COMBINATIONS CASE 1 .e'en CASE 3 r...422.r..0 r, • er, ': iv„ -wenn r, • :u a..-?.#e.r, • OW .4.4,,, 4ee)e.•re. er , enee. CASE 2 CASE 4 NOTES 1 Farce 'F re taken parallel to the %axis. 2 Force "ry' taken paeallel to the Y-axis 3 Tora,dral Moment 'MY taken about Certroa of floor a 'MC may be pos4rve or nega0ve 5. Load Cases 1 and 2 ea be apphpd n X and V axes non-concunenty 6. Addeesnal load cases m negative k a V airs dump: -4 should be checked 7. Wind forces are .nlact0.ed. 8. Ina flexible structure. the mass / sutras eccentricity eR muse be want tor each Ida. See ASCE? 05 Section 6.5.8.2 ■ MAGNUSSON KLEMENCIC ANALYSIS COMPLETE Load Case 2: Md . 0.75-(Pwx . Plx)'Bx'ex Mty . 0.751Pwy • P y)'By'ay. I and Case 4' Mt . 0.563'(Pwx . P51)'Bx'ex • 0.563•Pwy . Py)'BYoy 2! • • LOAD CASE 2 3 4 LEVEL SUM Rool Ground •• Code Rigid Eccentrkty ems emy h h Mass I Stiffness Eccentricity 0e,s 4,y h h Design Eocene -My e,s 0,9 h 11 , : - X-deeetlon FR . :Fy. MI hear kips , hip -it - - . . - • , Y.dheghm: ,. Fc Fy' Mt.. kips ^ lege 'kp4t Xdbectlon Fx Fy kgs kips Mt kelt Fx kgs tren YdUh Fy Mt kgs kph :.: . .."Both d 'FO Fy','=-'•MI '. :.lps..°.kegs s?klp.(t Fs kgs Both Fy kips MI kly0 21 165 21 16.5 21.0 16.5 21.0 16.5 77 0 0 39 0 0 39 0 0 0 61 0 0 30 0 0 30. 0 58 0 29 0 29 0 1213 606 606 0 0 0 45 749 23 374 23 374 58 45 0 '294 r ..•0; '29 E.22 •' -,- 0 • 43 22 22 34 17 17 1472 736 736 2! • • •} Museum of Flight - Temporary Condition Mon August 9, 2010 6:36PM ROOF MWFRS PRESSURES Design Information Roof Type: Aonoslope Roof Angle: 12 degrees a MAGNUSSON KLEMENCIC ASSOCIATES ANALYSIS COMPLETE WIND BLOWING IN THE X-AXIS DIRECTION ROOF PRESSURES Horizontal from (ft) to (ft) Extent Windward Eve All All 0 to h/2 0.0 35.0 h/2 to h 35.0 70.0 h to 2h 70.0 110.0 > 2h 110.0 110.0 Case 1 +Gcpi Windward Leeward ( psf) ( psf) ( psf ) -2 -13 -2 -8 -2 -7 -2 -5 -2 -4 Case 2 -Gcpi Windward Leeward ( psf) ( psf) ( psf ) 0 -11 0 -5 0 -5 0 -3 0 -2 WIND BLOWING IN THE Y-AXIS DIRECTION ROOF PRESSURES Horizontal from (ft) to (ft) Extent (ft) Windward Eve All All Roof all all Case 1 +Gcpi Windward Leeward ( psf ) ( psf ) ( psf ) -3 -13 -3 -7 -5 Case 2 -Gcpi Windward Leeward ( psf ) ( psf ) ( psf ) 0 -10 0 -4 -2 NOTES 1. Positive values act toward the surface 2. Negative values act outward from surface 3. Blank values do not apply to the load case / wind direction selected 4. " -- " indicates pressure does not apply to direction considered. 5. Wind design pressures are unfactored. 6. Where two windward pressures are listed, the roof should be designed for the worst combination of windward plus leeward pressure. 28 SEI/ASCE 37-02 American Society of Civil Engineers Design Loads on Structures During Construction This document uses both Systeme international (SI) units and customary units. ASCE Published by the American Society of Civil Engineers 1801 Alexander Bell Drive Reston, Virginia 20191-4400 29 • STANDARD 6.0 ENVIRONMENTAL LOADS The basic reference for computation of environ- mental loads is the 1995 edition of ASCE 7. The re- quirements of ASCE 7-95 shall be applied except as modified herein. When an environmental Loading is contained in another document acceptable to the authority having jurisdiction, written to address a specific material or method of construction, the more applicable document shall be permitted to be followed. 6.1 Importance Factor During construction, the importance factor, 1, shall be 1.0 for all environmental loads, regardless of what the importance factor is for the completed structure. 6.2 wind Except as modified herein, wind loads shall be calculated in accordance with procedures in ASCE 7- 95. Design wind pressures shall be based on design velocities calculated in accordance with Section 6.2.1, without increases to meet minimum design wind load- ing requirements of ASCE 7-95. 6.2.1 Design Velocity The design wind speed shall be taken as the fol- lowing factor multiplied by the basic wind speed in ASCE 7-95: Construction Period Factor less than 6 weeks 0.75 6 weeks to 1 year 0.8 1 to 2 years 0.85 2 to 5 years 0.9 SEUASCE 37-02 COMMENTARY C6.0 ENVIRONMENTAL LOADS This section deals with special issues of construc- tion and temporary structures for which the basic pro- cedures of ASCE 7-95 are to be modified. The objective of this standard is to provide a level of safety during construction that is comparable to that of the completed structure. To achieve this, the proba- bility of a load exceeding the factored nominal con- struction load during the construction period should be roughly the same as that of a load exceeding the fac- tored nominal design load during the projected life of the completed structure. Standards and other documents applicable to spe- cific materials or methods of construction have been de- veloped and arc recognized and used extensively (c.g., AASHTO 1996; CALTRANS 1989; MCAA 2001). C6.1 Importance Factor The importance factor is 1.0 for all environmental loads during construction, regardless of the occupancy after construction. During construction, the primary oc- cupancy of a building is by construction personnel. As such, the risk to loss of human life is comparable to that E— ' = for Category 11 buildings as defined in ASCE 7-95. C6.2 Wind Structures shall be stabilized during construction to resist the wind loads specified in this section with full regard to all intermediate stages of construction. Information and guidance have been lacking in the United States on the selection of wind speeds and force coefficients on structures during construction (Ratay 1987). Limited research and development have been performed for the purpose of this standard (Boggs and Peterka 1992; Rosowsky 1995). If local conditions so dictate, and for certain haz- ardous construction operations, it might be appropriate to apply a minimum wind pressure, such as 10 psf (0.48 kN/m2), to design. C6.2.1 Design Velocity Wind provisions are established such that (1.4)os x the construction design wind velocity should have the same likelihood of being exceeded in the construc- tion period (say 1 to 2 years) as (1.4)°15 X the 50 -year mean recurrence interval design wind docs in a 50 -year period. The !educed construction period velocity fac- tors have been developed to achieve this objective (Boggs and Peterka 1992; Rosowsky 1995). 25 30 DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION STANDARD 6.2.1.1 Construction Period. The construction period shall be taken as the time interval from first erection to structural completion of each independent structural system, including installation of cladding. For construction periods less than 6 weeks, factors of less than 0.75 shall be permitted if justified by a sta- tistical analysis of local wind data for the season dur- ing which the subject construction conditions will ex- ist Por construction between November 1 and July 31 (outside of the hurricane season), the unfactored basic wind speed of 90 mph (40 m/s) shall be permitted for structures near the Gulf Coast and Eastern Seaboard where ASCE 7-95—specified basic wind speed exceeds 90 mph (40 m/s) (3 -second gust). Between August 1 and October 31, basic wind speed of 90 mph (40 m/s) shall be permitted provided additional bracing is prepared in advance and applied in time before the onset of an announced hurricane. 6.2.1.2 Continuous Work Period For continuous work periods, it shall be permissible to use wind speeds lower than those specified in Section 6.2. For continu- ous work periods, the basic wind speed shall be not less than the predicted speed, adjusted to the 3 -second gust speed, as reported by the National Weather Ser- vice or another reliable source acceptable to the au- thority having jurisdiction, for the day of construction. Continuous work periods shall be those periods of continuous rigging, erection, or demolition that last for I work day or less. Continuous work periods end at the end of the work day, at which time the structure shall be made inherently stable, or appropriately secured. to meet the requirements for the construction period as defined in Section 6.2.1.1. 26 31 COMMENTARY Factors for construction periods less than 1 year are developed based an judgment because statistical analyses of seasonal wind variations have not been performed for all regions. Local wind speed data should be consulted when using these factors. C6.2.1.1 Construction Period The dates selected to represent the hurricane season are not intended to in- clude all times when hurricanes arc possible. The dates are intended to include the period when the most se- vere hurricanes arc probable. C6.2.1.2 Continuous Work Period. During erection, many structural components, including columns, gird- ers, trusses, formwork, and facade panels cannot be made to meet the requirements for the construction pe- riod because they are being lifted or they have not been fully incorporated into braced and secured structures. Under such circumstances that last for 1 work day or less, it is permissible to use reduced wind speeds that are based on weather conditions predicted for the site. Temporary guys, stens, minimum number of fasteners, and so on should be employed as necessary for contin- uous work periods. At no time should wind speeds used for continuous work periods exceed those recom- mended by manufacturers of equipment used in the erection or demolition operation. Weather forecasters sometimes publish predicted wind speeds based on different sampling periods. The sampling period must be known, and the predicted wind speed must be adjusted to be consistent with pro- visions of ASCE 7-95. For the purposes of this Stan- dard, to obtain 3 -second gust speeds multiply fastest - mile or 1 -minute average speeds by 1.25 and mean -hourly speeds by 1.55. At the cad of continuous work periods, when the duration of the operation exceeds the time period • • MAGNUSSON I KLEMENCIC Assoc!Ans • 2.1 LATERAL DESIGN STEP 1: LATERAL LOAD DETERMINATION 2.1.6 TASK 6: ESTABLISH STATIC AND DYNAMIC LOAD COMBINATIONS The following is a summary of the static and dynamic load combinations considered. Load Combinations Static Load Combinations Reference 1.4 D IBC 2009 (Eq. 16-1) 1.2 D + 1.6 L + 0.5 S IBC 2009 (Eq. 16-2) 1.2 D + 1.6 S + 1.0 L IBC 2009 (Eq. 16-3) 1.2 D + 1.6 S + 0.8 W IBC 2009 (Eq. 16-3) 1.2 D + 1.0L+ 1.6W+0.5S IBC 2009 (Eq. 16-4) 0.9 D + 1.6 W IBC 2009 (Eq. 16-5) Dynamic (Seismic) Load Combinations Load Combinations Reference Load Combination 1 (1.2+0.2SDs)D ± pQE + 1.01_ + 0.2S Load Combination 2 (0.9-0.2S0s)D ± PQE Load Combination 3 (1.2+0.2Sps)D ± S20QE + 1.0L + 0.2S Load Combination 4 (0.9-0.2Sos)D ± QoQE ASCE 7-05 (12.4.2.3.5) ASCE 7-05 (12.4.2.3.7) ASCE 7-05 (12.4.3.2.5) ASCE 7-05 (12.4.3.2.7) Where: D = dead Toad L = live load S = snow Toad p = the redundancy factor; set equal to 1.3 0.2SDsD = E, per ASCE 7, Section 12.4.2.2 pQE = Eh per ASCE 7, Section 12.4.2.1 0.0QE = Eh per ASCE 7, Section 12.4.3.1 Seismic directional effects are considered as follows (ASCE7-05 12.5): • °Ex = ±1.0 Eh, ± 0.3 Eh, • QEv=±0.3Eh„ ±1.0Ehy Where: Eh,, and EhY = earthquake forces in the primary structural directions, determined by spectral analysis Structural Calculations Lateral Design f �r1� av% - c i, ..+'•, z, - :t t 6.; - s rj j- ry -f .� �?�: ,r.:. .:- �?Yz_•:.. .t`.. �. ". �. .. ...__�.:. ... _..is .� Y; NC', r.rn�� TC .i"=i.. 4c �..�.. ti"., z�__1 ..moi. _1....t.-_�...]._�.:.a..2 �- i�. �. Museum of Flight Space Shuttle Gallery, Seattle, Washington 32 • i •. MAGNUSSON I KLEMENCIC ASSOCIATES ■ 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.1 TASK 1: BUILD A LINEAR ELASTIC COMPUTER MODEL (IN SAP2000) OF THE LATERAL LOAD -RESISTING SYSTEM FOR THE PERMANENT AND TEMPORARY CONDITIONS The computer software SAP2000, version 14.2 is utilized for creating the linear elastic model of the lateral Toad resisting system. Figure 1 below indicates the sign convention that is used in the computer model and throughout the structural calculations. Project North Y • +M,, Project Axes ► X +Mx f EQx, Wx Wind and Earthquake in X Direction Figure: Project Sign Convention — The The model includes the braced frames, lobby framing, roof diaphragms, and exterior gravity columns. The diaphragms are modeled using shell elements. Stiffness W The member strengths and sizes used in the model are coordinated with the Structural General Notes on Structural Drawing S-003 and the member sizes shown on the plans and elevations. The diaphragms modeled represent the stiffness of the diaphragms shown on the plans. Structural Calculations Lateral Design 53+ Museum of Flight Space Shuttle Gallery, Seattle, Washington 33 MAGNUSSON KLEMENCIC ASSOCIATES gi Applicable Code Provisions The table below summarizes the ASCE7-05 Chapter 12 provisions applicable to the building lateral load -resisting system. Table: Code Provisions Section Requirement 12.3.1.1 Permits the roof diaphragm to be considered flexible. 12.3.2.1 Table 12.2-1 requires that 12.5.3, 12.7.3, Table 12.6-1, and 16.2.2 be satisfied for Horizontal Irregularity 5. 12.3.3.1 12.3.3.4 12.3.4.2 12.5.4 12.8.4.2 12.10.12.1 Not applicable as none of the referenced irregularities exist. Not applicable as none of the referenced irregularities exist. Redundancy factor, p, equal to 1.3. Elements to be designed for loads based on the Orthogonal Combination Procedure. Accidental torsion not applicable to flexible diaphragms. Collector elements and their connections to be designed for amplified loads. The following pages show images of the SAP2000 analysis models. Structural Calculations Lateral Design +3..x+1.-•��ti.�ee 34 Museum of Flight Space Shuttle Gallery, Seattle, Washington • 0) 00 0 0 0 N .i 1. Ii W c 0 a) 0 c) LL. T fl O W N a) 'a O a) 0) c0 a) 0 0 0) m J T a) a) 3 L LL 0 2 tocol O a) O N V 0 0 0 N a 35 0 0 0 CNI 36 • • • Kip, in, F Units a) 0 c%) LL w .a O 17) w (a -ow a) O a) 1 a) rn -o cj a) O a) J a) (U a) LL 0 37 0 0 0 (NI 38 • • • 0I 0 0 N • N \ Li SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_lobby BF - BF2 - Kip, in, F Units 39 O O O N cn 40 .c its c a .0 LL m T 0 W y E W a) D O I D a) 0) cu int -ow 0 2 7.2 a) -J T a) Tu c O O L (1) LL 0 I 0 col 0 0 I SAP2000 v14.2.0 - File • Or - SAP2000 v14.2.0 - Fiie:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_Iobby BF - 3-D View - Kip, in, F Units 41 a) N O O 0) co 0 0 0 VI 42 u_ C Q a c%) w �m >. 0 17) w co w -o a) 0 -o a) 0) N a) D 0 m J T a) ca 0 col a) LL 0 O ; I O 4) IL O O O O • ii • 8/9/10 11:51:51 1 1-04P01214)* 8AP2DD0v14.2.0'Fi|e1O_O7_25_MDFShuttle Gallery Lateral Mndeihemponary_mndifiedEast EibbbyBF'3'DView ' Kip, in, FUnits 8/9/10 11:52:08 )?, 44 "E 0 0 LL T 0 0 W c0 w a) -o 0 0 a E m i3 0 L J T a) Ta a) • L LL. 0 LON I o ai ii 0 N 0 o • 0 a • • 8/9/10 11:52:24 0 0 0 N • V1 LL ci cfl 0) 0) rn '(0 II >- a) a) [0 O N X lL 00 >. 0 0 - I W cri W a) a) 0 0 l0 E : a) u ) U 0 m a`> a`) a) LL 0 2 N r` I Io a▪ ) iL • to IN Ir CD CD N CL 45 M JCO CN 0) OD 0 0 cn 46 • Cb'Z 3.60 7.00 3.20 0 CJ . UYJ 19.30 EI lobby BF - Joint Loads (DEAD) (As Defined) - Kip, ft, F Units SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified Ea 0 0 0 N iI) 48 SAP v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Sta _modified East EI_lobby BF - Joint Loads (LIVE) (As Defined) ,AeWv. 4jV SAP2000v14.2.0'Fi|e:1008 U5 MC}FShutUaGa||eryLohera ified East EBF-Joint Loads (GNOVV) (As Defined) ' Kip, ft, FUnits 49 O O FJ) 50 0 0 O • • Mt AV 0 NW MN Ariptillif AMOIMMI lifr 4 . 4 ,-4441--F_. ,- -mr- s 4.4! 4., 4.40,� 4.40 06, 4.4 44W41 rffL SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_lobby BF - Frame Span Loads (SNOW) (As Defined 0 0 vI 52 • 0 0 0 N WC' 4z a SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_lobby BF - Frame Span Loads (WIND-X) (As Defined 53 r 0 W 0 vJ 54 0 00 r N 0 6.3 00 0 0 0 io?4 vl 9- SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East El _lobby BF - Frame Span Loads (WIND-Y) (As Defined 55 56 0 v a) 4 -(D - X X H 0 Z_ w ca 0 - J Q a) E LL LL CD O W w W a) 9- :O O c a) 0 a) CO a) TTS t Ll 0 col ai ii ("Ni O • O d a • 0 0 0 N _I SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_Iobby BF - Frame Span Loads (WINDTY) (As Defined) - Kip, ft, 57 0 0 0 58 0 0 0 SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East El_lobby BF - Area Masses - Ib, ft, F Units 5.9 • MAGNUSSON KLEMENCIC ASSOC'AIES ® 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.2 TASK 2: VERIFICATION OF STRUCTURAL IRREGULARITIES This section summarizes the horizontal and vertical irregularities that exist for the building. Irregularity Table: Horizontal Structural Irregularities (ASCE 7-05 Table 12.3-1) Verification Torsional Irregularity Reentrant Corner Diaphragm Discontinuity Out -of -Plane Offsets Non -Parallel Systems Does not apply to structures in which the diaphragms are flexible. It is verified by inspection that no reentrant corner exists. It is verified by inspection that no diaphragm discontinuity exists. It is verified by inspection that no discontinuity in a lateral load path exists. Vertical lateral force -resisting systems are not parallel to the building major orthogonal axes. The requirements of ASCE 7-05, Section 12.3.2.1 shall be met. Irregularity Table: Vertical Structural Irregularities (ASCE 7-05 Table 12.3-2) Verification Stiffness Irregularity — Soft Story Weight (Mass) Irregularity Vertical Geometric Irregularity In -Plane Discontinuity in Vertical Lateral -Force -Resisting Elements Discontinuity in Capacity — Weak Story It is verified by inspection that no soft story exists. It is verified by inspection that no mass irregularity exists. It is verified by inspection that no geometric irregularity exists. It is verified by inspection that no in -plane discontinuity exists. It is verified by inspection that no discontinuity in capacity exists. Structural Calculations Lateral Design a Museum of Flight Space Shuttle Gallery, Seattle, Washington 59 • • • MAGNUSSON KLEMENCIC ASSOC I41ES 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.3 TASK 3: SAP2000 ANALYSIS RESULTS The analysis model of the building permanent condition is used to perform multiple analyses of the structure. The response spectrum analysis of the building in its permanent condition is used to determine the effects of lateral Toads on the finished structure. A staged analysis is also performed to determine the effects of the staged construction on the finished structure. This analysis includes five steps which are used to approximate the effects of the construction and loading sequence on the building lateral system. The analysis model of the building temporary condition is used to perform the response spectrum analysis of the structure to determine the effects of lateral Toads on the structure in its temporary, unfinished condition. Unless noted otherwise, the design of elements of the lateral load -resisting system and their connections is performed using the maximum load effects of the three analyses mentioned above. A summary of the primary modes is shown below. Table : Primary Modes Mode Number Mode Description Period (seconds) 1 Y -direction (translation) 0.57 3 X -direction (translation) 0.32 5 Torsion 0.23 The following pages present results from the DBE level analysis including: • Images of the three primary mode shapes • Table of modal participating mass ratios • Plots of building drift values Structural Calculations Lateral Design t{iF9: Museum of Flight Space Shuttle Gallery, Seattle, Washington 60 Staged Construction Analysis • • 61 Step 1 - Begin with temporary structural geometry - Apply factored Self and Dead loads Step 2 - Add final structural members Step 3 - Apply preload to final structural configuration to simulate jacking forces present during construction • + 1 Step 4 - Remove temporary sag rods supporting W14X90 beam Step 5 - Add vertical vert HSS8.625 - Apply negative preload force to simulate removal of jacking forces - Apply factored Snow and Live loads 62 Step 4 - Remove temporary sag rods supporting W14X90 beam Step 5 - Add vertical vert HSS8.625 - Apply negative preload force to simulate removal of jacking forces - Apply factored Snow and Live loads 62 SAi:--0 0 0 \ 0 rn CO 0 0 0 4 u) c 0 0 65 SAP2000 Results: Modal Participating Mass Ratio Mode Period UX UY UZ SumUX SumUY SumUZ RX RY RZ SumRX SumRY SumRZ Sec % % % % % % % % % % % % 1 0.572 3.3 ,r ==;� Y:x; 1.7 3.3 72.0 1.7 34.5 0.0 �.,.,; _,. n��(i= 34.5 0.0 48.3 2 0.489 0.8 5.6 30.4 4.2 77.6 32.1 6.8 25.6 4.9 41.3 25.6 53.2 3 0.312 4.0 0.1 74.2 81.6 32.3 0.7 20.6 42.0 46.3 75.0 4 0.246 1.3 0.1 0.2 75.5 81.7 32.5 2.7 0.6 3.6 44.7 46.8 78.6 5 0.229 1.9 0.0 0.1 77.5 81.7 32.6 0.2 0.0 r 45.0 46.8 88.1 6 0.204 0.8 15.4 0.0 78.2 97.0 32.6 0.4 0.0 1.7 45.3 46.8 89.8 7 0.139 10.5 0.0 0.0 88.7 97.1 32.6 0.0 0.5 7.0 45.4 47.3 96.8 8 0.126 2.3 0.4 2.9 91.0 97.5 35.4 0.7 1.0 0.5 46.0 48.3 97.3 9 0.123 5.0 1.6 1.6 96.0 99.1 37.0 1.2 1.1 0.8 47.2 49.5 98.0 10 0.097 3.5 0.0 0.0 99.5 99.1 37.0 0.0 1.3 0.5 47.2 50.8 98.5 11 0.070 0.1 0.5 1.1 99.6 99.6 38.1 0.3 0.7 0.0 47.6 51.4 98.6 12 0.060 0.0 0.0 43.8 :6.11:',4,4446:,'_1� n w �..,��: 82.0 30.2 21.9 0.0 77.8 73.3 .T }>„�K:,;�,�. 66 819/10 13:07 :44 c LL • 0 0 0 N 67 W I m 702 m 3 m To O z 0 N O S •a • 2.5% c L = 2.0% O 1 .5% c 0.0% 0.0% EQX Amplified Drifts -Permanent 0.5% 1.0% 1.5% Drift X (Displacement/Story Height) 2.0% 2.5% • Point A • Point B • Point C • Point D • Point E —Code Limit 2.5% } 0.5% 'c O 0.0% 0.0% EQY Amplified Drifts -Permanent r 1 1 1 0.5% 1.0% 1.5% Drift X (Displacement/Story Height) 1 1 2.0% 2.5% • Point A • Point B • Point C • Point D • Point E — Code Limit 68 2.5% s rn 2.0% 0 1.5% c m E G) 0 1.0% a 0 >- 0.5% 0 0.0% 0.0% EQX Amplified Drifts -Temporary 0.5% 1.0% 1.5% Drift X (Displacement/Story Height) 2.0% 2.5% • Point A • Point B • Point C • Point D • Point E — —Code Limit 2.5% L a) ) 2.0% 0 0.0% 0.0% EQY Amplified Drifts -Temporary 0.5% 1.0% 1.5% Drift X (Displacement/Story Height) 2.0% 2.5% • Point A ■ Point B • Point C • Point D • Point E — Code Limit 69 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT KoF %TI'TLE GA i SHEET LOCATION CLIENT DATE BY VII( STg811-IT( COEFFLCIERT" C WLA Lon( (Acer- -7.05 12,s:0 -PX - 971 k &v.= O.sl" (MS( WIGN s'totty pWR) Qy Z.2" 'LEAN TIMGat CriTY DTz1FT) V,,_ VIbk Vy= 146 k Mn= 5s' (rtE.A-N Roof tinGr1T C�= 3.2s- -1). .Z$ 1» )' 4i1 kY 0,s -r• e - _ o.oOO9 < o-10 _10 Not ResSIDto CattC/bF� P -A \x >`C 2yekxss'xf2`Y3-Z - 6 I per_ 3 -Zs - q -71 k� 2-2," t 0.004 < 0.10 1491" j ELAI To Co-is1T,F-R. -� 70 MAGNUSSON KLEMENCIC ASSOCIATES 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.4 TASK 4: DESIGN THE BRACED FRAMES The lateral load -resisting system is Ordinary Concentrically Braced Frames (OCBFs). The design and detailing of these frames is in accordance with the A/SC Seismic Design Manual, A/SC34/-05. • Braces: The required strength is determined using the applicable load combinations, without the application of the amplified seismic load. Slenderness of braces in inverted -V configurations limited to: 4. JE/Fy • Beams: The required strength of beams in inverted -V configurations is determined using the applicable load combinations with the seismic Toad determined by the applicationof the unbalanced brace forces equal to IV/kg(tension brace) and 0.3Pn (compression brace). Both flanges shall be braced at a maximum spacing of L. • Columns: When P„/4P„>0.4, the required compressive and tensile strength is determined using the applicable load combinations including the amplified seismic load. ■ Bracing connections: The required strength of connections in the braced frame need not exceed the maximum load effect including the amplified seismic load. ■ All members shall be classified as Seismically Compact per AISC 341 Table I-8-1. • All member design forces shall include the redundancy factor, p=1.3, unless noted otherwise. The following information is included: • The design of representative members to verify SAP2000 design results • SAP2000 steel design results • Built-up column design at North/South braced frames • Braced frame elevations showing frame member sizes • The design of selected braced frame connections Structural Calculations Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 71 N 0 0) co 0 0 0 N co 72 ~ •c L c0 L51 17 5 01 N SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified EastE_lobby BF-BF2'Kip, in, FUnits 73 8/9/10 12:48:37 0 0 N tn 74 L1 91 . \_______„____________________________, j-: 0_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East El _lobby BF - BF1 - Kip, in, F Units • SAP2000 v14.2.0 111 75 ) 76 Project: MOF Shuttle Gallery Reference: West Elevation Brace t48 Date: 8/9/2010 Engineer: BHK Design Forces LC (1.2D+0.2SDs)D+pE+1.0L+0.2S Mu,x 143.2 kip -in Mu,y 0 kip -in Pu* -177.3 kips Lb 560.0 inches 'negative for compression, + for tension Beam/Column Size HSS12.750X.500 Input Parameters E 29000 ksi Fy 42 ksi G 11200 ksi Cb 1 in^4 4:b 0.9 inA3 (1)c 0.9 in^4 43t 0.9 in k-comp,strong 0.5 in^3 k-comp,weak 0.5 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A 17.9 in^2 D 12.75 in t 0.465 in . 678 in^4 s 53.2 inA3 I 339 in^4 r 4.35 in Z 70.2 in^3 D/t 27.4 Flexural Properties Web Compact Mp 2948.4 kip -in Mn,lb 100000 kip -in Mn 2948 kip -in Axial Properties Flange Non -Slender Qa 1 Q 1 kl/r 64 Fe 69.1 ksi Fcr 32.6 ksi Pn 582.9 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK �Mn,y 2654 kip -in 4Mn,y 2654 kip -in 4Pn- 525 kips 4Pn+ 677 kips Interaction 0.386 Mu,x/4Mn,x 0.05 Mu,y/Mn,y 0.00 Pu/On 0.338 Beam/Column Design SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, Frame : 8 Length: 559.771 Loc : 273..931 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=17.900 J=678.000 E=29000.000 RLLF=1.000 HSS Welding: ERW F X Mid: 847.001 Y Mid: 1669.000 Z Mid: 240.000 Combo: 1.2D+rhoE+1.0L+0.Design Type: Brace Shape: HSS12.750X.500 Frame Type: Ordinary Concentrica Class: Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiS-RI=1.000 I33=339.000 122=339.000 fy=42.000 Fu=58.000 PhiTY=0.900 PhiST=0.900 r33=4.352 r22=4.352 Ry=1.310 Reduce HSS Thickness? No PhiTF=0.750 S33=53.176 S22=53.176 z33=70.200 z22=70.200 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S_STAGED) Location Pu Mu33 Mu22 Vu2 273.931 -177.229 143.137 0.000 -0.018 PMM DEMAND/CAPACITY RATIO (H1.3a,H1-1a) D/C Ratio: 0.386 = 0.338 + 0.048 + 0.000 = (Pr/Pc) + (8/9) (Mr33/Mc33) + (8/9)(Mr22/Mc22) AXIAL FORCE & BIAXIAL MOMENT Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment Torsion SHEAR CHECK Major Shear Minor Shear L 0.500 0.500 Lltb 1.000 Pu Force -177.229 Mu Moment 143.137 0.000 Tu Moment 0.000 Vu Force 0.018 0.004 DESIGN (H1.3a,H1-1a) K1 K2 1.000 1.000 1.000 1.000 Kltb Cb 1.000 1.000 phi*Pnc phi*Pnt Capacity Capacity 524.824 676.620 phi*Mn phi*Mn Capacity No LTB 2653.560 2653.560 2653.560 Tn phi*Tn Capacity Capacity 2970.042 2673.038 phi*Vn Stress Capacity Ratio 202.986 8.873E-05 202.986 1.893E-05 B1 1.000 1.000 Status Check OK OK Av3=16.110 Av2=16.110 Vu3 -0.004 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP_backup 10 At7g026802®90022109F gtattle G Project: MOF Shuttle Gallery Reference: West Elevation Column 898 Date: 8/9/2010 Engineer: BHK Design Forces LC (1.2D+0.25ps)D+pE+1.0t+0.25 Mu,x 0 kip -in Mu,y 0 kip -in Pu• -255.74 kips Lb 840.0 inches •negative for compression, 4 for tension Beam/Column Size IW 14X132 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in jc 0.9 in^4 Ort 0.9 in"3 k-comp,strong 0.572 in^3 k-comp,weak 0.572 in"4 k-flex,strong 1 in k-flex,weak 1 in Calculated Parameters Member Properties A' 38.8 in^2 bf 14.7 in tf 1.03 in d 14.7 in tw 0.645 in 1 12.3 in^4 Sx 209 in"3 Sy 74.5 in^3 ly 548 in"4 ry 3.76 in rx 6.28 in its 423 in Ix - 1530 in^4 Cw 25500 in^6 Zx 234 in^3 Zy 113 in^3 bf/2N 7.15 h/tw 17.7 Flexural Properties Flange Compact Web Compact Lp 159 in Lr 634 in Mp,x 11700 kip -in Fcr 27.4 ksi Mr,x 5724 kip -in Mn,x 5724 kip -in Mn,y 5650 kip -In Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Cta 1 Q 1 klx/rx 77 kly/ry 128 Fe 17.5 ksi Fcr 15.4 ksi Pn 596.4 kips 78 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK ¢Mn,x 5151 kip -in 4'Mn,y 5085 kip -in ¢Pn- 537 kips clzPn+ 1746 kips Interaction 0.476 Mu,x/¢Mn,x 0.00 Mu,y/Mn,y10.00 Pu/4,Pn 0.476 ) 031 • CHECK FOX 84" 1-1 Mc --�,=-Sk <4P., ✓ Beam/Column Design • • SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL Units : Kip, in, F Frame : 98 Length: 840.000 Loc : 0.000 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=38.800 J=12.300 E=29000.000 RLLF=1.000 SECTION CHECK (Summary for Combo and Station) X Mid: 703.001 Y Mid: 1669.000 Z Mid: 420.000 Combo: 1.2D+rhoE+1.0L+0.Design Type: Column Shape: W14X132 Frame Type: Ordinary Concentrica Class: Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiS-RI=1.000 I33=1530.000 122=548.000 fy=50.000 Fu=65.000 PhiTY=0.900 PhiST=0.900 r33=6.280 r22=3.758 Ry=1.100 PhiTF=0.750 S33=208.163 S22=74.558 z33=234.000 z22=113.000 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S STAGED) Location Pu Mu33 Mu22 Vu2 0.000 -255.739 6.728E-06 0.000 0 051 PMM DEMAND/CAPACITY RATIO (H1.3a,H1-1a) D/C Ratio: 0.477 = 0.477 + 0.000 + 0.000 = (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22) AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1.3a,H1-1a) Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear L K1 K2 0.572 1.000 1.000 0.572 1.000 1.000 Lltb 1.000 Pu Force -255.739 Mu Moment 6.728E-06 0.000 Vu Force 0.100 0.001 Kltb Cb 1.000 1.000 phi*Pnc phi*Pnt Capacity Capacity 536.253 1746.000 phi*Mn phi*Mn Capacity No LTB 5156.664 10530.000 5085.000 phi*Vn Stress Capacity Ratio 284.445 0.000 817.614 1.519E-06 B1 1.000 1.000 Status Check OK OK Av3=25.235 Avg=9.4.81 Cw=25601.039 Vu3 0.001 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP_backup 10 47gd1119Q2ID9o082MOF gattle G Project: MOF Shuttle Gallery Reference: North Elevation Brace 11180 Date: 8/9/2010 Engineer: BHK Design Forces LC (1.2D+0.2Sos)D+pE+1.0L+0.2S Mu,x 119.5 kip -in Mu,y 0 kip -in Pu* -184.3 kips Lb 608.3 inches *negative for compression, + for tension Beam/Column Size HSS10X.375 Input Parameters E 29000 ksi Fy 42 ksi G 11200 ksi Cb 1 inA4 4b 0.9 inA3 4c 0.9 inA4 cl)t 0.9 in k-comp,strong 0.5 inA3 k-comp,weak 0.5 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A 10.6 inA2 D 10 in t 0.349 in 1 247 inA4 S 24.7 inA3 1 123 inA4 r 3.41 in Z 32.5 inA3 D/t 28.7 Flexural Properties Web Compact Mp 1365 kip -in Mn,lb 100000 kip -in Mn 1365 kip -in Axial Properties Flange Non -Slender Qa 1 Q 1 kl/r 89 Fe 36.0 ksi Fcr 25.8 ksi Pn 273.1 kips 80 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,y 1229 kip -in 4Mn,y 1229 kip -in ct)Pn- 246 kips en+ 401 kips • Interaction 0.836 Mu,x/4Mn,x 0.10 Mu,y/M n,y 0.00 Pu/en 0.750 Beam/Column Design SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL Units : Kip, in, F Frame : 180 Length: 608.223 Loc : 298.148 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=10.600 J=247.000 E=29000.000 RLLF=1.000 HSS Welding: ERW SECTION CHECK (Summary for Combo and Station) X Mid: 1887.881 Combo: 1.2D+rhoE+1.0L+0.Design Type: Brace Y Mid: 1498.000 Shape: HSS10X.375 Frame Type: Ordinary Concentrica Z Mid: 240.000 Class: Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiTY=0.900 PhiS-RI=1.000 PhiST=0.900 133=123.000 122=123.000 fy=42.000 Fu=58.000 r33=3.406 r22=3.406 Ry=1.310 Reduce HSS Thickness? No PhiTF=0.750 S33=24.600 S22=24.600 z33=32.500 z22=32.500 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S_STAGED) Location Pu Mu33 Mu22 Vu2 298.148 -184.223 119.464 0.000 -0.017 PMM DEMAND/CAPACITY RATIO (H1.3a,H1-1a) D/C Ratio: 0.837 = 0.750 + 0.086 + 0.000 = (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22) AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1.3a,H1-1a) Factor L Major Bending 0.500 Minor Bending 0.500 Lltb K1 1.000 1.000 K2 1.000 1.000 Kltb Cb LTB 1.000 1.000 1.000 Axial Major Moment Minor Moment Torsion SHEAR CHECK Major Shear Minor Shear Pu Force -184.223 phi*Pnc phi*Pnt Capacity Capacity 245.586 400.680 Mu phi*Mn phi*Mn Moment Capacity No LTB 119.464 1228.500 1228.500 0.000 1228.500 Tu Tn phi*Tn Moment Capacity Capacity 0.000 1375.160 1237.644 Vu phi*Vn Stress Force Capacity Ratio 0.017 120.204 0.000 0.002 120.204 1.355E-05 B1 1.000 1.000 Status Check OK OK Av3=9.540 Av2=9.540 Vu3 -0.002 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP_backup 10 _7gdfit8Q290082MOF Aktie G Project: MOF Shuttle Gallery Reference: North Elevation Brace #183 Date: 8/9/2010 Engineer: BHK Design Forces LC (1.2D+0.2SDS)D+pE+1.0L+0.25 Mu,x 87.2 kip -in Mu,y 0 kip -in Pu' -121.2 kips Lb 518.8 inches *negative for compression, + for tension Beam/Column Size HSS8.625X.375 Input Parameters E 29000 ksi Fy 42 ksi G 11200 ksi Cb 1 inA4 4b 0.9 inA3 4)c 0.9 inA4 4t 0.9 in k-comp,strong 0.56 inA3 k-comp,weak 0.56 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A 9.07 inA2 D 8.625 in t 0.349 in 1004 156 inA4 5 18 inA3 I 77.8 inA4 r 2.93 in 2 23.9 inA3 D/t 24.7 Flexural Properties Web Compact Mp 1003.8 kip -in Mn,lb 100000 kip -in Mn 1004 kip -in Axial Properties Flange Non -Slender Qa 1 Q 1 kl/r 99 Fe 29.1 ksi Fcr 23.0 ksi Pn 208.3 kips 82 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4,Mn,y 903 kip -in 4Mn,y 903 kip -in en- 187 kips en+ 343 kips Interaction 0.732 Mu,x/4,Mn,x 0.10 Mu,y/Mn,y 0.00 Pu/4Pn 0.647 Beam/Column Design • SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame : 183 X Mid: 1887.882 Combo: 1.2D+rhoE+1.0L+0.Design Type: Brace Length: 518.783 Y Mid: 1498.000 Shape: HSS8.625X.375 Frame Type: Ordinary Concentrica Loc : 259.391 Z Mid: 660.000 Class: Compact Princpl Rot: 0.000 degrees Provision: LRFD Analysis: Effective Length D/C Limit=0.950 2nd Order: General 2nd Order PhiB=0.900 PhiS=0.900 A=9.070 J=156.000 E=29000.000 RLLF=1.000 PhiC=0.900 PhiTY=0.900 PhiTF=0.750 PhiS-RI=1.000 PhiST=0.900 133=77.800 I22=77.800 fy=42.000 Fu=58.000 r33=2.929 r22=2.929 Ry=1.310 HSS Welding: ERW Reduce HSS Thickness? No S33=18.041 S22=18.041 z33=23.900 z22=23.900 Av3=8.163 Av2=8.163 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S_STAGED) Location Pu Mu33 Mu22 Vu2 Vu3 259.391 -121.169 87.222 0.000 -0.001 -3.821E-04 PMM DEMAND/CAPACITY RATIO (H1.3a,H1-1a) D/C Ratio: 0.733 = 0.647 + 0.086 + 0.000 = (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22) Tu 0.000 AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1.3a,H1-1a) Factor L K1 K2 B1 B2 Cm Major Bending 0.560 1.000 1.000 1.000 1.000 1.000 Minor Bending 0.560 1.000 1.000 1.000 1.000 1.000 LTB Axial Major Moment Minor Moment Torsion SHEAR CHECK Lltb Kltb Cb 1.000 1.000 1.000 Pu phi*Pnc phi*Pnt Force Capacity Capacity -121.169 187.345 342.846 Mu phi*Mn phi*Mn Moment Capacity No LTB 87.222 903.420 903.420 0.000 903.420 Tu Tn phi*Tn Moment Capacity Capacity 0.000 1010.321 909.289 Vu phi*Vn Stress Status Force Capacity Ratio Check Major Shear 0.001 102.854 1.267E-05 OK Minor Shear 3.821E-04 102.854 3.715E-06 OK SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP_backup 10 A\7gditk99202100221AGF 3r Wale G Project: MOF Shuttle Gallery Reference: East Elevation Brace #82 Date: 8/9/2010 Engineer: BHK Design Forces LC (1.2D+0.2Sos}D+pE+1.OL+0.25 Mu,x 42.2 kip -in Mu,y 0 kip -in Pu' -76.5 kips Lb 480.2 inches *negative for compression, + for tension Beam/Column Size HS510X.375 Input Parameters E 29000 ksi Fy 42 ksi G 11200 ksi Cb 1 inA4 (kb 0.9 inA3 4c 0.9 inA4 4t 0.9 in k-comp,strong 0.5 inA3 k-comp,weak 0.5 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A 10.6 inA2 D 10 in t 0.349 in 1365 247 inA4 s 24.7 inA3 I 123 inA4 r 3.41 in Z 32.5 inA3 D/t 28.7 Flexural Properties Web Compact Mp 1365 kip -in Mn,Ib 100000 kip -in Mn 1365 kip -in Axial Properties Flange Non -Slender Qa 1 Q 1 kl/r 70 Fe 57.7 ksi Fcr 31.0 ksi Pn 328.3 kips 84 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK �Mn,y 1229 kip -in 4Mn,y 1229 kip -in 4Pn- 296 kips �Pn+ 401 kips Interaction 0.289 Mu,x/4Mn,x 0.03 Mu,y/Mn,y 0.00 Pu/4Pn 0.259 Beam/Column Design SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK Units : Kip, in, F Frame : 82 Length: 480.167 Loc : 228.080 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=10.600 J=247.000 E=29000.000 RLLF=1.000 HSS Welding: ERW X Mid: 604.025 Y Mid: 18.000 Z Mid: 225.000 (Summary for Combo and Station) Combo: 1.2D+rhoE+1.0L+0.Design Type: Brace Shape: HSS10X.375 Frame Type: Ordinary Concentrica Class: Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiTY=0.900 PhiS-RI=1.000 PhiST=0.900 133=123.000 I22=123.000 fy=42.000 Fu=58.000 r33=3.406 r22=3.406 Ry=1.310 Reduce HSS Thickness? No PhiTF=0.750 S33=24.600 S22=24.600 z33=32.500 z22=32.500 STRESS CHECK FORCES S MOMENTS (Combo 1.2D+rhoE+1.0L+0.25) Location Pu Mu33 Mu22 228.080 -76.430 42.204 0.000 PNM DEMAND/CAPACITY RATIO (H1.3a,H1-1a) D/C Ratio: 0.289 = 0.259 + 0.031 + 0.000 = (Pr/Pc) + (8/9)(Mr33/Mc33) + AXIAL FORCE S BIAXIAL Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment Torsion SHEAR CHECK Major Shear Minor Shear MOMENT DESIGN (H1.3a,H1-1a) L Kl K2 0.500 1.000 1.000 0.500 1.000 1.000 Lltb Kltb Cb 1.000 1.000 1.000 Pu phi*Pnc phi*Pnt Force Capacity Capacity -76.430 295.325 400.680 Mu phi*Mn phi*Mn Moment Capacity No LTB 42.204 1228.500 1228.500 0.000 1228.500 Tu Tn phi*Tn Moment Capacity Capacity 0.000 1375.160 1237.644 Vu phi*Vn Stress Force Capacity Ratio 0.018 120.204 0.000 0.000 120.204 0.000 Vu2 -0.018 (8/9)(Mr22/Mc22) B1 1.000 1.000 Status Check OK OK Av3=9.540 Av2=9.540 Vu3 0.000 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP_backup 10 MgdegQ29303221140F giallo G Project: MOF Shuttle Gallery Reference: East Elevation Column #88 Date: 8/9/2010 Engineer: BHK Design Forces LC (1.2D+0.2Sps)D+pE+1.0L+0.25 Mu,x 64.6 kip -in Mu,y 0 kip -in Pu' -73 kips Lb 511.5 inches 'negative for compression, + for tension Beam/Column Size HSS10X.375 Input Parameters E 29000 ksi Fy 42 ksi G 11200 ksi Cb 1 inA4 4b 0.9 inA3 1c 0.9 inA4 4t 0.9 in k-comp,strong 1 inA3 k-comp,weak 1 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A 10.6 inA2 D l0 in t 0.349 in 1365 247 inA4 S 24.7 inA3 I 123 inA4 r 3.41 in Z 32.5 inA3 D/t 28.7 Flexural Properties Web Compact Mp 1365 kip -in Mn,lb 100000 kip -in Mn 1365 kip -in Axial Properties Flange Non -Slender Qa 1 Q 1 kl/r 150 Fe 12.7 ksi Fcr 11.2 ksi Pn 118.2 kips ) 86 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,y 1229 kip -in 4Mn,y 1229 kip -in 106 kips d Pn+ 401 kips Interaction 0.733 Mu,x/4Mn,x 0.05 Mu,y/Mn,y 0.00 Pu/4Pn 0.686 % SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL Units : Kip, in, F Frame : 88 Length: 511.533 Loc : 226.026 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=10.600 J=247.000 E=29000.000 RLLF=1.000 HSS Welding: ERW SECTION CHECK (Summary X Mid: 791.025 Y Mid: 18.000 Z Mid: 225.000 for Combo and Station) Combo: 1.2D+rhoE+1.0L+0.Design Type: Brace Shape: HSS10X.375 Frame Type: Ordinary Concentrica Class: Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiTY=0.900 PhiS-RI=1.000 PhiST=0.900 I33=123.000 122=123.000 fy=42.000 Fu=58.000 r33=3.406 r22=3.406 Ry=1.310 Reduce HSS Thickness? No PhiTF=0.750 S33=24.600 S22=24.600 z33=32.500 z22=32.500 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S_STAGED) Location Pu Mu33 Mu22 Vu2 226.026 -72.982 64.565 0.000 -0.054 PMM DEMAND/CAPACITY RATIO (H1.3a,H1-1a) D/C Ratio: 0.734 = 0.687 + 0.047 + 0.000 _ (Pr/Pc) + (8/9)(Mr33/Mc33) + AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1.3a,H1-1a) Factor L Major Bending 1.000 Minor Bending 1.000 Lltb Ki 1.000 1.000 K2 1.000 1.000 Kltb Cb LTB 1.000 1.000 1.000 Axial Major Moment Minor Moment Torsion SHEAR CHECK Major Shear Minor Shear Pu Force -72.982 phi*Pnc phi*Pnt Capacity Capacity 106.193 400.680 Mu phi*Mn phi*Mn Moment Capacity No LTB 64.565 1228.500 1228.500 0.000 1228.500 Tu Tn phi*Tn Moment Capacity Capacity 0.000 1375.160 1237.644 Vu phi*Vn Stress Force Capacity Ratio 0.054 120.204 0.000 0.007 120.204 5.868E-05 (8/9)(Mr22/Mc22) B1 1.000 1.000 Status Check OK OK Av3=9.540 Av2=9.540 Vu3 0.007 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.O - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP_backup 10 470480210800521110F aUttle G 88 Design Sheet KLEMENCIC MAGNUSSON ASSOCIATES ■ Structural + Civil Engineers PROJECT of S►{OTTL.E G u ElZ� LOCATION SHEET CLIENT DATE b/ZS/(O BY INK WEST EA -EVICT 40 fq BRACE_ h $Rf C h(. G * Su(G: ' of f t ARIL 'bV l GNF_'D t4 K=l 1 Elks -1)m ADEGuIATF- $QAC t•tG NO ULt4 D Otr THEP_ Eos. rP,Aea2=3Mk pv, t323 = 113 k -P9 = lO.o►PL, = 2.6k -�M�= 667 k-Fi $ 81,. • l-6 _ l $x 11210 $x3_. __.4 k + �'�� = 6.3 ty„i 47; 290" 230" 11qb. C�(F-CKC Cow rivi FoR- CAPet 77' To Mg -e-" $R(C'Jt G Reatht2.r...Mp-(rS �r SGS F}rn }{F.� Fort L'tvmr( ofi Merry CF{FCIc 1 kx (46.1z1: K(3z.61.02-)1 3x z_9p0O kSkiskolN 4k(7z- 1LS O.19" AfipUF7 By 8, 10 COTui ZNb-UWJJF,JL EFtafS = Li = '�,Skli►( < . --o afic�ll�� , w/ Lb r ►�c.�.o 8r Li 1 SKl(2k 8x 311k Sx 4314 / '� _ o?SX 6190" t qos'' + (-Tr"-) �j.O7 ViN 4 13'N•SO4 �/ • • Project: MOF Shuttle Gallery Reference: West Elevation Column -Bracing Loads Date: 7/20/2010 Engineer: BHK Design Forces LC 12D+pE+1.0L+0.2S+1.OBRACE Mu,x 560.4 kip -in Mu,y 0 kip -in Pu' -127 kips Lb 871.0 inches •negative for compression, + for ension Beam/Column Size W18X130 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in (fc 0.9 in"4 41 0.9 in"3 k-comp,strong 1 in"3 k-comp,weak 0.55 in^4 k-flex,strong 0.55 in k-flex,weak 1 in Calculated Parameters Member Properties A 38.2 in"2 bf 11.2 in tf ' 1.2 in d 19.3 in tw 0.67 in 1 14.5 in"4 Sx 256 in"3 Sy 49.9 in"3 ly 278 in^4 ry 2.7 in rx 8.03 in its 3.13 in Ix 2460 in"4 Cw 22700 in^6 Zx 290 in^3 Zy 76.7 in^3 bf/2tf 4.65 h/tw 23.9 Flexural Properties Flange Compact Web Compact Lp 114 in Lr 400 in Mp,x 14500 kip -in Fcr 31.6 ksi Mr,x 8096 kip -in Mn,x 8096 kip -in Mn,y 3835 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Qa 1 0 1 klx/rx 108 kly/ry 178 Fe 9.1 ksi Fcr 7.9 ksi Pn 303.4 kips Summary of Results Flexure (major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK �Mn,x 7287 kip -in 4Mn,y 3452 kip -in ¢Pn- 273 kips 4,Pn+ 1719 kips Interaction 0.533 Mu,x/QMn,x 0.08 Mu,y/Mn,y 0.00 Pu/4Pn 0.465 Moment Amplification per AISC360-05 C2.1b Lateral System Braced Frame Bending Axis Major Rm 1.00 H 289 kips L 660 in AL 0.80 in a 1.00 lPnt 735 kips Pnt -127 kips Plt 0 kips Mnt 560 kip -in Mit 0 kip -in Pel 928 kips 1Pe2 238425 kips Cm 1.00 Bl 1.16 82 1.00 Mr 649 kip -in Pr -147 kips Interaction 0.618 Mu,x/4,Mn,x 0.09 Mu,y/Mn,y 0.00 Pu/¢Pn 0.539 Beam/Column Design 8 9 90 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC_ ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY rlESNGr( $(tf3cE. FoR -MOW( coNM04 'P�,eal = 189 k !2 k '" �u,Qz3 ' 11 2,7 k No coWf4 ( WITS pm, z0•00.- 3.g k 32i(x 8xI89k 8x2 $(It12.7k Sp�N 0.75- + t 89 • 0 v 0o O Y tit ti 6 91 Q6010=4Fjz = 213 k-ili 8/9/10 18:24:36 0 0 N cn 92 • Q co• • 6SC •0 160'0 • S11'0 • 897.0 11Z'0 IS7'0 m m 89C' 0 O O 0 O O O O O • 6SC 0 0.cr 6d Zb • Slb'0 Tz 0917'0 , 8017'0 0,330 O rn 0 O O O O O O odified East EI_lobby BF - Steel P-M Interaction Ratios (AISC360-05/IBC2006) - Kip 93 • 8917.0 969'0 • _. - • - • 0 0 0 N • • • • C6Z'0 e ;.6)7 c9 : 1OL'0 . - z z3A h r � 0 0 0 rn 0 cD O 0 N 0 9 O CD M U 0 CC is 0 0 N C 0 a) a) u. a 0 0 w ns w a) 0 94 • 0 m 0) -a 0 a) J a) TTs 0 _c u_ 0 k 0 col 0 I a) O N 0 o • 0 a O • Z _BSIr 0 •��� �_.-- 0.234 O O O O O 0 I O O a) O 2 7 a)` as J Ts a) L LL 0 O' co O� O a) LL 0 N O O O N 0- 95 95 8/9/10 18:27:29 0 0 0 N 96 i(-0 )� m m ,-gym• m / nrn •n fes, 1b � • i 6 LL0.0 !m // iN,9 ZLI .0 -(?<6..e O O 0 rn O N 0 0 O O O Steel P -M Interaction Ratios (AISC360-05/IBC2006) - I 111 ified East El _lobby BF 0 0 0 N • i • Z91 .0 • • B a c0 N 6 Z95•0 SSS'@ LOS'0 0131 0 r 0 O 2 J CD CV 97 8/9/10 18:28:25 0 00 N En 98 • ZL1'0 cro • SLS'0 co a 8E1 *0 • LbS•0 m O a O O Steel P -M Interaction Ratios (AISC360-05/IBC2006) - I odified East El _lobby BF • SAP2000 v14.2.0 - File 0 0 0 N VJ s.- • e a N N CS; • • 0.131 'S! .0 502 m 0. 127 O O o- 0 modified East El _lobby BF - Steel P -M Interaction Ratios (AISC360-05/IBC2006) - I 0 0 E m -a 0 2 a) J 0 lb 0 d s IL 0 2 N� 0� O 0 LL 0 N 0 O O N 0 co 99 Design Sheet PROJECT 1&OF S 1 TIS GRI,LEV( SHEET MAGNUSSON KL E MENC I C ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT .u1LT-on cowm 4 hT Gans A -z Aµ1 g-2 - 587_ k (t1- -fLe -+ t•OL+o.2S) Pu = -79 k (1.1-`b 1.044 -1.01, -r0.5 -S) SECTION 'pRopE2rl ES P' 24.1.5". IS",- o.s^X (1$.75,,-214-1.15 = 115.4 �►tZ 2'��ll"1S""t.'LS`3*Yirc .Syx(i6.75"-ixlas-13 }2xIS''x(,L5{(It.1s.A.-1.L/ S71 = 3053114 3 : 704 )1 ri - T7 /A = 3•�i3" BATE 8/200 BY mi<. 4:7; Zx' 2K 15" 425-"" (4).772- 1•2S//) +%z -I zsx0.S"& Q571572, -1.2-51.36j. t 1 1-y = 7. s'" 0.5 x e'1/2.) = J N o. b I43 SEC-Tlol•( CpmPAe1HESS 1)/2.+4,:. i �! 6.0 ‘/}4 1=LE oR 32. S b.b7 < \Fy —b C9n9Acr FI.l4/fGE- 33 < 3.76 —i> rior{-cpnlPge4-- WE? CormSSi o 6-67 C 0.56 FF7 —k• COMPACT Fu}8GE 33 c 1,41 PFy --n NtN-Conu'Acr OE.Cu IS" • • • • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Ft-TALJ Boc L►NG Srkr-pi i{ 1.0A7b1i5" = 714" kLy = 1.0''80" _ 4%0" Nllk k )=1223>ti.7I ry z Fe- : 19 I1 C /i)' dei O. 877Fet i(s1 0,q), 16 KS1 x q5 M t = b o k > ?t, %0 LI- VP DL SnuttA OTT{ AISC360-05- S1'E_e— E.6 At ASS1)mW, cot 12t, i 1.i tIS"3 rb = : 11.33 1.25" : 17,5- CkF)ez 1223 m (.)44- + 0.$Z -moi VII': )1. 122^3 1Nf(�-12YN�D►1 -TF CynittECTOR. ctt1R€rit rS' r 1r SEE_ "14(AtyTt0At.. CW7F_$V - FUVZ Vi-fTCN STRMJ-( 114 aF 13011.4'—ur cbMPASS540r4 MO" "fFS1 , fig-Ag1, FA -MIR MD Suf3►6 N C, 60E1— . kslx ys b kilt. 766 k "Py = Fr qJ = SD 1(51 le IV -6 ill zx 2211 14. 101 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY rj -(3ocicuG Lori} SHEAR Foxe- DE u)PE, S � - � - �' I 21? Ic O+I J 'poST-sue. &t v (G 1zgHGE_ o 2dz ASK R FOC IV_ WEi WIL( = 13.0y.g.oz, IbStk K. N` FILLET WE-L,'(p ¢A-_ 1.312.1L rlirisf.te rns x IP = 22.2 k/WRM NECK WI)JA CASE FOR !Mn..SEFLok1 = 1zk 2 = 1.2s"{ is'x ( 1.15-74 = 164 143 3 V0. 12kx 1614 44 _ p. bs �irt 9 i ` 3oso 014 EAR_ jL Wim = 0,b5 41 O-sx.. yam + t3,bk/veA.+, s viwom, C1{ECK Fol SE{ST1 C CO H�TNE-SS CR c 22.fu.)Lib • bAkc - 6 0'3 /F WU &ES commGi _ I>. s»z k Ltpy - o•R 2222 lk ' °'�9 \lbf-,4= < 1,t2 frr7 (z.33 -c4) = SS 3 CornPRci • } Built -Up Column Strength • North/South Broced Fromes @ Grid 2 Section Properties w 155.3 plf d 18.75 in bf 15 in tf 1.25 in tw 0.5 in Flange Non -Compact Seismically Compact Web Non -Compact Seismically Compact Column Compressive Strength (AISC360-05 Spec E3) Intermediate Connector Requirements **see "Analytical Criteria for Stitch Strength of Built-up Compression Members." Aslani Farhang and Subhosh Goel Lx 768 in Ly 480 in First Buckling Load kLx/rx 93.9 a 2.021 kLy/ry 122.3 E3-3 applies Pcr 766.0 kips Fcr 16.8 ksi Py 2281.25 kips be 1.0 Fs,cr 1217.2 kips Qa 1.0 Q 1.0 Post -Buckling Load: h 17.50 in Fe 19.1 ksi a 2.021 Fcr 16.8 ksi k 1.0 Mp 18056.6 k -in •Pu 567 kips Fs,cr 1657.7 kips (pPn 689.6 kips >Pu Weld Size . 4 /16 Modified Column Compressive Strength Weld Length 4 in (AISC360-05 Spec E7) Weld Spacing 12 in (pRn 2850.8 kips a 12 in rib 4.33 in h 17.50 in a 2.021 (kL/r)o 122.3 (kL/r)m 122.3 Fe 19.1 ksi Fcr 16.8 ksi pPn 689.4 kips >Pu > Fs,cr 103 Analytical Criteria for Stitch Strength of Built-up Compression Members FARHANG ASLANT and SUBHASH C. GOEL INTRODUCTION In the buckled configuration ofa built-up compression mem- ber, shear force is developed between individual components due to secondary moments caused by P—S effect. Al SC -ASD` requires that stitches be designed such that they have adequate strength to resist the shear force developed between individ- ual components. AISC-LRFD2 also has a similar requirement (see Section E4, p. 6-40). However, neither specification gives a procedure to calculate the shear force developed between individual components in a buckled configuration. This paper presents a derivation of analytical equations to calculate the shear force developed between individual com- ponents of built-up struts in buckled configuration. The equa- tions are presented for two cases. First, for the case in which only the first buckling load is of interest. Second, for the case in which, in addition to the first buckling load, post -buckling bending is involved such as in seismic -resistant design. The proposed equations are general enough so that they are appli- cable to any end condition including the two extreme cases of hinged- and fixed -end conditions. The proposed equations are verified analytically and ex- perimentally. For analytical verification, the results from the proposed equations are examined for the extreme cases of end conditions and separation between the components. For ex- perimental verification, test results by the authors are used.'•4 The stitch strength required for some test specimens are calculated according to the proposed equations. The results are compared with actual strength provided by the stitch welds of the corresponding specimens. It was found that specimens which suffered unsymmetrical buckling and/or post -buckling behavior did not have adequate stitch strength according to the proposed equations. 1. NOTATION Following notations are used in this paper: a The distance between batten plates or stitches. A; Cross sectional area of each individual component. Farhang Aslani is staff engineer, Automated Analysis Corp, Ann Arbor, MI. Subhash C. Goel is professor of civil engineering, University of Michigan, Ann Arbor, MI. A Cross sectional area of the member = 2A;. a Separation ratio = h / 2r,b. E Young's modulus of elasticity. f Lateral deflection at mid -span in buckled configuration (maximum lateral deflection). FS Total shear force developed between individual components. FS" Total shear force developed between individual compo- nents at the time of first buckling. FSPb Maximum Total shear force developed between individ- ual components in post -buckling range. Moment of inertia of individual components about their own centroidal axis parallel to the plane of buckling (y -y axis) = A,{r,b)2 1, Moment of inertia of the overall section about the cen- troidal axis parallel to the plane of buckling (y -y axis). K Effective length factor. M Moment acting on the member due to P—S effect. MP Overall plastic moment capacity of the section. P Axial compression load sustained by the member. P" Overall buckling load of built-up section. Q Maximum static moment of area of the overall section about the centroidal axis parallel to the plane of buckling. Buckling stress. 6,, Compression stress in the concave -side component in buckled configuration. a Yielding stress of the material. 'tt Shear flow between individual components due to bend- ing in buckled configuration. y Lateral deflection of the strut in buckled configuration. Ger 2. ANALYTICAL CRITERIA FOR STITCH STRENGTH Analytical equations will be derived for the two cases of hinged- and fixed -end conditions. The result will then be used to develop a single equation which covers general end conditions. 2.1. Hinged -End Conditions Figure 1 shows the buckling configuration of a hinged -end strut. The total shear force between individual components of a built-up strut is derived in the following. The buckling shape can be represented by: 102 ENGINEERING JOURNAL / AMERICAN INSTITUTE OF STEEL CONSTRUCTION 104 • • • y=fsin L The slope of the buckling shape,y', is given by: nr y'=dx=><Lcos L The secondary moment in buckled configuration is: M=Py The shear force caused by bending can be expressed by, V= dM =d(dx )— Py' =ItLPCOS L The shear flow between individual components is: Tt=EQ =n f - cos L (I) (2) (3) (4) The shear force developed between individual components over the half length can be determined as: or F=JTtdx=rzf 2P jcos air=7<L�PL 2 u L I L L I n F =2f2P (5) a. Consideration of the First Buckling Load To derive the expression for lateral deflection, f, at the onset of buckling, a procedure similar to that presented by Bleich will be followed (Ref. 5, Eq. 354). In buckled configuration, the total compression stress in the concave side component can be approximated as: P,- M / h Pf. The lateral deflection can be expressed as: „ I,a f— crAih (6) The above equation gives the lateral deflection at mid -span and is applicable to all struts with any symmetrical end condition. Equation 5 indicates that the amount of shear developed between individual components increases as the lateral deflection increases. If only the first buckling load is of interest, however, it is reasonable to consider the value of f when the stress in concave -side component reaches its maximum value possible, that is the yield stress a,.. Thus, substitution of ay for a,, in Eq. 6 results in: f— a' a"Ah (7) Substituting the above equation into Eq. 5 and replacing P by P.. results in: 6. a , . FSI 2 , P.,. A,h J P, = 2A;(a,. — a„) Qh , Fs'(J', — P,) Qh , Maximum static moment of area is expressed as: Q=Ah/2 The total moment of inertia I, can be written as: I,=21;6+2[A,(h/2)2] Replacing A, by I;b / r,,, =21i,,+2{-2-(hf I/2)2]=2Iib[1 +(h/2rb)z] J The ratio h / 2ri6 is commonly called separation ratio, h a= 2 Thus, 1,=2J,,,(1 +a2) (8) (9) (10) Combining Eqs. 9 and 10, the ratio Qh /I, can be expressed as: Qh (A ill / 2)h (h / 2r,b)2 2A;r2b (1 + az) az + 1 Using the definition a = h / 2ri6 leads to: a2 1, aZ+1 Substitution of Qh/I, from the above equation into Eq. 8 results in, z z FSS,= a (p — P„) = a P 1— Pte. a + I a2 + '' P (12) 11 should be noted that the above equation gives the total shear force developed between the two individual compo - A L/2 .41111. P L/2 s Fig. 1. Symmetric buckling shape of a hinged -end strut. THIRD QUARTER / 1992 103 105 nents white the distribution of the shear flow shown in Fig. 2. Nonetheless, the stitch strength over the full length must be such that it can resist the total shear force given by Eq. 12. b. Consideration of Post -Buckling Range In seismic design, in addition to the first buckling load, the behavior of built-up struts in post -buckling range is of interest as well. In post -buckling range, the value off exceeds the value associated with yield stress in the concave -side compo- nent. According to Eq. 5, shear force developed between the individual components increases as f increases. On the other hand, as the deflection f increases, the axial load sustained by the member decreases. The free body diagram shown in Fig. 3 gives the relationship between the plastic moment capacity of a strut and the axial load sustained by the member. Thus, if conservatively the reduction of plastic moment capacity due to the presence of axial load is neglected, the following equation gives the relationship between f, plastic moment capacity MP , and sustained axial force P, f- P Substitution into Eq. 5 results in: FSP6=2 jP P=2MPQ From Eq. 11, the ratio Q /1, can be expressed as: Q__ a2 1, h(a2 + 1) Substitution of Q / /, ratio into Eq. 14 leads to: Shear Flow Towards the Right End ...... Shear Row Towards the Left End P -11 - Fig. 2. Shear flow in a hinged -end strut due to secondary moment caused by P -S effect. (13) (14) L/2 11.1 E MA=0; Pf = MP Fig. 3. Free body diagram of a half length hinged -end snot in post -buckling range. 2a2 M Fs"- + 1 h (16) 2.2. Fixed -End Conditions Figure 4a shows the buckling configuration of a fixed -end strut. The total shear force between individual components of a built-up strut can be derived as follows. The buckling shape can be represented by: I= 2 ( 2L l 1 –cos— The above equation satisfies the geometric boundary con- ditions. The bending moment, denoted by M, is different from that of a hinged -end member, since the end fixity causes non -zero moments at the two ends. The equation for bending moment at a given section is, M=Py+M=P 2 (1 – cos 2L J+M, (17) The term MQ can be determined by basic mechanics ap- proach in which the moment equation is integrated twice to derive the expression for the deflection curve. Then, the boundary conditions are imposed to determine the constants of integration as well as the end moment Me. Such a procedure results in: Me=–P2 Substitution of M, in Eq. 17 results in: M=Pf (1–cos271x l–Pf =-Pf cos2L (18) The above equation gives the moments at the ends and at mid span as: M(x=0)= -Pf /2 Y A 6 Me II Ma - Fig. 4a. Symmetric buckling shape of a fixed -end strut. Fig. 4b. Free body diagram of a half length, fixed -end strut after buckling. 104 ENGINEERING JOURNAL / AMERICAN INSTITUTE OF STEEL CONSTRUCTION 106 • • t • M(x=L/2)=P2 (1 —cos rt)—Pf /2=+Pf/2 The above two expressions for moment at the ends and at mid -span can be verified by checking the equilibrium equation of the free body diagram shown in Fig. 4b. Therefore, for a fixed -ended strut, the shear force caused by bending is given by: Y= dM =rtLPsin2 (19) The shear flow between the two individual components is: [t = /, = n L Q P sin 2L (20) The shear force developed between individual components over the half length is: 1,2 2= ft/ dx=2(L PfsinL dx=n QP o ' o ' Fs= 2fQP (21) It is interesting to note that the above equation is identical to Eq. 5 which was derived for hinged-endcase. a. Consideration of the First Buckling Load Since Eqs. 5 and 21 are identical, the shear force developed between individual components at the time of the first buck- ling is identical. Thus, 2 a Fs'- a 1 P 1 P. r (22) b. Consideration of Post -Buckling Range For the case in which, in addition to the first buckling load, post -buckling behavior is also of interest, the procedure is different from that of a hinged -end strut only in one step. The difference is that, according to the free body diagram of Fig. 5, the P—S moment is resisted by 2M, instead of Mp for hinged -end case. Thus, .f2M= (23) Substitution into Eq. 21 results in, FsPb=2 --QP=4MpQ Substituting for Q / 1, from Eq. 15 results in, F' = 4a2 M a +I h 2.3 General End Conditions a. Consideration of the First Buckling Load Only Comparison of Eqs. 12 and 22 shows that end conditions do not change the shear force developed between individual components at the time of first buckling. Thus, for general end conditions the same equation can be used to give the shear force developed between individual components at the time of first bucklin (25) Equation 25 gives the total shear force for which the stitches or batten plates should be designed in order to have a first buckling Toad identical to that of an integral section with a moment of inertia equal to 1,. It should be noted that Eq. 25 is derived by using an ultimate strength approach which is the basis of AISC-LRFD (1986). Thus, it is conven- ient to calculate P, by LRFD formulas and substitute for it in Eq. 25 to find Fs". If AISC-ASD formulas are used, the factor of safety should not be included in the calculation of b. Consideration of Post -Buckling Range Comparison of Eqs. 16 and 24 indicates that the two equations are different only by a factor of 2 in the numerator. Thus, for a general end condition, the equation can be given as: Fspb_ 2a2 Al K(a +1) h (26) Equation 26 gives the total shear force for which the stitches or batten plates may be designed to prevent premature stitch failure which is detrimental to post -buckling behavior. It is recommended that the calculated stitch strength be evenly distributed along the full length of the member in order to prevent possible individual bending of the two components between the stitches. One interesting note about Eq. 26 is that the shear force developed between individual components is linearly proportional to the force M, /h which, when acting as a couple, applies the moments M„ to the section. The force Mp/h, after being modified by the coefficient of 2a2 / K(a2 + 1), becomes the shear force developed between individual components due to bending. P •-(6"-A lam) P (24) } L/2 E MA 0; Pf a 2Mp A comparison between Eqs. 16 and 24 shows that Pr for the fixed -end case is twice of that for hinged -end case. Fig. 5. Free body diagram of a half length, fixed -end strut in post -buckling range. THIRD QUARTER / 1992 105 107 3. RECOMMENDATIONS FOR STITCH SPACING Equations 25 and 26 can be used to determine the strength that should be provided by the stitches. Two approaches can be taken as shown in Fig. 6. First, the required strength can be distributed evenly and continuously along the full length of the member, i.e., having a continuous stitch with zero stitch spacing as shown in Fie. 6a. Second, the required strength can be distributed evenly but intermittently along the full length of the member, i.e., having intermittent stitches with a non- zero weld spacing as shown in Fig. 6b. However, previous studies6'7 indicated that stitch spacing per current code mini- mum requirement leave boxed angles susceptible to unsym- metric buckling and post -buckling bending mode which re- sult in early failure with much reduced energy dissipation capacity. Furthermore, it was found that smaller stitch spacing in boxed -angles increased the first buckling load and also enhanced the overall member performance due to response closer to that of an integral section. Also, continuous stitch plate significantly enhanced the performance of boxed angles by virtually eliminating section distortion and local buckling, thus, resulting in a much longer fracture life. Generally, for boxed sections made of 2L3x3x3/8-in. double angles as used in the study, a stitch spacing of 12 inches resulted in excellent performance. Therefore, the required stitch strength according to Eqs. 25 or 26 is recommended to be distributed evenly along the full length of the member. T 12" L 3x3x3/8" (a) Continuous Stitch weld (b) intermittent Stitch Weld of specimen AX1.112 Fig. 6 Continuous and intermittent stitch weld in boxed angles. 4. VERIFICATION OF THE PROPOSED EQUATIONS 4.1. Analytical Verification Equation 25 gives the total shear force for which the stitches or batten plates can be designed, for the case in which only the first buckling load is of interest. Likewise, Eq. 26 gives the total shear force for which the stitches or batten plates can be designed for the case in which, in addition to the first buckling load, post -buckling behavior is of interest as well. To validate the the proposed equations, the numerical results from these two equations were studied with respect to two parameters, separation ratio and slenderness ratio. The results are discussed in the following two sections. a. Separation Ratio Figure 7 shows the variation of the shear force coefficient, C, predicted by Eqs. 25 and 26. The figure also shows two rational results for the two extreme cases of large and zero separation between the two components. First, as separation ratio increases, the coefficient a2 / (a2 + 1) approaches its maximum value of 1.0 for which Eqs. 25 and 26 give the maximum shear force. It is reasonable to have large shear force for the cases where the distance between individual components is large. On the other extreme, as separation ratio approaches zero, the coefficient a2 / (a2 + 1) approaches zero for which the proposed equations give zero shear force. This is also a reasonable result indicating no shear force for the case where the centroidal axis of the two components coin- cide with each other. This case, theoretically, is identical to the case of in -plane buckling of a built-up strut in which no shear force is developed between individual components since they are acting in parallel. b. Slenderness Ratio A typical column strength curve is shown in Fig. 8. Stocky members with small slenderness ratio buckle inelastically and the buckling load P, is close to the yield load, Py. Thus, the coefficient (1 —P,/ P,) is close to zero. Equation 25 indicates 1.0 0.e 0.2 0.0 0 2 a a a1+1 F, - C P, (1 • Pa ) PO _ 2 N. F S C R h Separation Ratio, a 4 5 Fig. 7. Variation of shear force coefficient developed between the two components of built-up struts. 106 ENGINEERING JOURNAL / AMERICAN INSTITUTE OF STEEL CONSTRUCTION 108 • • • Table 1. Geometric Properties of the Test Specimens Specimen (1) End Condition (2) Section (3) A (in.2) (4) KxL Tx (5) KyL Ty (6) Stitch Weld Length (in.) (7) Number of Stitches (8) Stitch Plate Spacing (in.) (9) A134 Hinged 2L3.5 x 2.5 x 3/8 4.22 60 95 2 2 37 AXH12 2L3x3x3/8 57 83 2 9 0 AXH13 2 2 37 AXFS16 Fixed 6.72 56 58 110 — 0 AXFS17 2 9 0 that a smaller stitch strength is required as the coefficient (1 — P„ / P) becomes smaller. This is reasonable since, for stocky members, stability and consequently shear flexibility presents no problem. Instead, yielding is the dominant phe- nomenon and the member failure is governed by yielding before any buckling occurs. On the other extreme, Fig. 8 indicates that members with large slenderness ratio buckle elastically and the buckling load P is much smaller than the yield load, P. Thus, the term (1 — P,. / P) is close to 1. Equation 25 indicates that a larger stitch strength is required as the coefficient (1 — P, / P) increases. This is also reasonable since, for slender members, yielding is not involved. Instead, the member failure is gov- erned by elastic buckling. Since buckling load is highly dependant on the buckling shape, the member should have adequate stitch strength to ensure transfer of large shear force between the two components. 4.2. Experimental Verification Table 1 shows the geometric properties of five specimens from previous experimental study by the authors.3'4 The stitch strength of these five specimens are checked against those required by the proposed equations. In general, the results show that those specimens, which did not have adequate strength, had unsymmetrical buckling and post -buckling be- havior. It should be noted that, in all calculations, the value of P, / P. is the one obtained from the corresponding test. However, in a design procedure, the value of P,. / P can be calculated by any rational formula. For Specimen AXH12, the detailed calculations according to Eqs. 25 and 26 are presented here. However, the final results for other specimens are summarized in Table 2. a. Specimen AXH12 Specimen AXI -11 2 had nine 2 -in. long '/4 -in. stitch welds every 12 inches. For E70 electrodes, the ultimate strength of weld metal in shear is taken as 60 / If the two end gusset plates are counted as two stitches, the ultimate shear capacity pro- vided by the eleven 2 -in. long stitch welds is, R„.= (.707)('/4)(11 x 2)60 (1= 135 kips The distance between the centroids of the two components is, h= 2[(3cos 45°) — (0.888 / cos 45°) + (3/8 cos 45°)]+ 5/s = 2.886 in. The separation ratio for the section is calculated as: h 2.886 a — 2.46 2r,b 2(0.587) The required shear strength according to Eq. 25 is, z Fs�.=aa 1 P 1 _pY (2.46)2 (47 x 4.22)(1 — 0.94) (2.46) + 1 = 10 kips < R„.= 135 kips o.k. Consistent with the above calculation, no individual com- ponent behavior was observed at the first buckling of speci- men AXH12. The plastic moment capacity of the section is, 1.0 08 0.6 w 0.4 0.2 0.0 0 20 40 60 80 100 120 140 180 180 200 Fig. 8. General column strength curve according to LRFD.2 THIRD QUARTER / 1992 107 109 IPy - 36 kai eleatic Buckling r Inaleatle Buckling • Slendetneaa Ratio, KL/t 0 20 40 60 80 100 120 140 180 180 200 Fig. 8. General column strength curve according to LRFD.2 THIRD QUARTER / 1992 107 109 Table 2. Stitch Strength of the Test Specimens Specimen (1) Weld Dimension (in.) (2) Weld Strength (kips) (3) Component Separation, h (in.) (4) Separation Ratio, a (5) Yield Capacity, P, (6) Plastic Moment Capacity, (kip -in.) (7) Fs' (Eq. 25) (8) Fs b (Eq. 26) (9) AXH12 0.25 135 2.886 2.46 198 286 10 170 AXH13 0.25 49 184 266 56 158 AB4 0.25 49 1.950 1.35 198 194 51 128 AXFS16 0.25 673 2.886 2.46 309 447 34 531 AXFS17 0.25 135 312 451 40 536 108 110 MP = (A,F; )h = 2.11(47)(2.886) = 286 kip -in. For the post -buckling range, the required shear strength ac- cording to Eq. 26 is, Pb 2a2 M FS - K(a2+ 1) h [2(2.46)2 1 [ 286 I (2.46)2 + 1 J 2.886 = 170 kips > R„= 135 kips n.g. However, no individual component behavior or stitch failure occurred in the post -buckling range for this specimen. This may be attributed to the conservative use of unmodified value of the plastic moment capacity MP, whereas, it may be reduced by about 20 percent due to the presence of axial compression load. If such a reduction in the plastic moment capacity is considered, it follows that, FSPb = 80% (170) = 136 vs. R„. = 135 kips almost o.k. b . Specimen AXH13 Table 1 shows that Specimen AXH13 did not have adequate stitch strength for the first buckling load as well as for the post -buckling range. Consistent with the prediction by Eqs. 25 and 26, individual component bending was observed at the first buckling of specimen AXH 13 which caused the occur- rence of unsymmetrical buckling mode. The individual bend- ing of the two angle components in Specimen AXH13 is shown in Fig. 9. c. Specimen AB4 Table 1 indicates that Specimen AB4 had adequate stitch strength for the first buckling load. Consistent with the pre- diction by Eq. 25, individual bending was not observed at the first buckling of specimen AB4. However, Table 1 shows that the specimen did not have adequate stitch strength for the Fig. 9. Unsymmetric buckling of Specimen AXHI3. post -buckling range. Unlike the boxed specimen AXH 13, • • • ENGINEERING JOURNAL / AMERICAN INSTITUTE OF STEEL CONSTRUCTION • • • Specimen AB4 did not suffer unsymmetric post -buckling mode. This is attributed to the fact that local buckling is the weakest mode in back-to-back angles. Therefore, local buck- ling occurs instead of an unsymmetric mode (Aslani and Goel, 1991). In other words, in back-to-back angles with inadequate shear strength which is needed for an integral behavior, the unsymmetric mode is not triggered off since local buckling is the dominant and governing mode. Boxed specimen AXH 13, however, had much less potential for local buckling due to its supported edges in the boxed section configuration. d. Specimen AXFS16 Table 1 indicates that Specimen AXFS16 had adequate stitch strength for the first buckling load as well as for the post - buckling range. Consistent with the prediction by Eqs. 25 and 26, no individual behavior was observed in Specimen AXFS 16. e. Specimen AXFS1 7 Table I indicates that Specimen AXFSI 7 had adequate stitch strength for the first buckling load. Consistent with the pre- diction by Eq. 25, individual bending was not observed at the first buckling of specimen AXFS 17. However, Table 1 indi- cates that the specimen did not have adequate stitch strength for the post -buckling range. Consistent with the prediction by Eq. 26, specimen AXFS 17 suffered stitch failure followed by individual component behavior in the post -buckling range. The shear failure of stitches in Specimen AXFS 17 is shown in Figs. 10 and CONCLUSIONS 1. Built-up compression members are susceptible to indi- vidual behavior of their components. Equation 25 can be used to calculate the required stitch strength to ensure a symmetric first buckling mode. Fig. 10. Shear failure of two stitches in Specimen AXFS17. THIRD QUARTER 11992 2. For seismic design, Eq. 26 can be used to calculate the required stitch strength to ensure a symmetric integral behavior in the post -buckling range. ACKNOWLEDGMENTS The investigation was sponsored by the National Science Foundation through Grant No. ECE8610963 for which the authors are most grateful. Partial support received from the American Institute of Steel Construction is also acknow- ledged. The conclusions and opinions expressed in this paper are solely those of the authors and do not necessarily represent the views of the sponsors. REFERENCES 1. American Institute of Steel Construction, Steel Construc- tion Manual, 8th Ed., Chicago, IL, 1980. 2. American Institute of Steel Construction, Load and Resis- tance Factor Design, I st Ed., Chicago, IL, 1986. 3. Aslani, F. and Goel, S. C., "Stitch Spacing and Local Buckling in Seismic Resistant Double -Angle Braces," Ac- cepted for publication in Journal of the Structural Division, ASCE, 1991. 4. Aslani, F., and Goel, S. C., "Experimental and Analytical Fig. /1. Failure of Specimen AXFS17. 109 111 Study of the Inelastic Behavior of Double Angle Bracing Members Under Cyclic Loading," Report No. UMCE 89-5, Department of Civil Engineering, University of Michigan, Ann Arbor, Michigan, February 1989. 5. Bleich, F., Buckling Strength of Metal Structures, McGraw- Hill Book Company, 1952, pp. 176-179. 6. Aslani, F. and Goel, S. C., "An Analytical Criterion for Buckling Strength of Built-up Compression Members," Submitted for publication in Engineering Journal, AISC, 1991. 7. 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CPU c./ ' tilACL 3/4" =11-0" DETAIL s3 7 MOF_S305.dgn 7/28/2010 5:56:56 PM 11) 130 Design Sheet MAGNUSSON KLEMENCIC 111 ASSOCIATES ■ Structural + Civil Engineers PROJECT MOF Slivrrrl.E. GJu-E-12Y SHEET LOCATION CLIENT DATE 7/27/IO BY 131 -IK j�OtJSO1Tit( $RgCED FP -PEES - ORACE To 6f -.T t (or3TwSE) tt 3-ok JtM tsok 'Bon= t 223. o k Cp NhIECTt or (NT 4ZFAFO IZC.S.S Fork GOSSEr CpNMEC-I'ING ro cowrnry wEg� l4ssUmi cowmN ECGF_ tr1?(C 7T IS` NE_Gua'l3L 38.5' #� q S C0 mt.- Au- v turnr-41-L- 1-014-C) V3 OE M qr caw►r, f wEg FLIc€r, Au. 1401za» T - - L-VArs -rFkJLN 11Ilz40GH REAM. >I� E..sva.or E Wen Cif OKI rwn►,{ G 2 cW S , N M L. • h ]:ove,es oto 1NrErcFracn. LGz S= b A' 0 A = Lc l 129 r —>140 = j),J,int cos Us-, Pang,., cos tt.r Nkoo, s►N ►z..S = 86 k Vv^'pr,ort StN 315-r t•Pyg,, SiN1z-S t Vuie,., CQS 12.$: 169 k • H °'- 267 k TV,,=1ST k V = \1•1.1•404,4, r�cE. PFS yv� �- S UHT IFAGrI•( • • 4110) Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 11.5" .0.0 = 1.10' iLcos6 -V13514 1_9 ,-0 =-V„+V�- N4ria6+ec G —b - Isa-'- Vb-gs2lc 15q.sk, 1417=34-3k) (Jex= so.6k,V1,7-43.0k) �M-Oz N - Tis. -58./ )1.5'+175tu7.15 "- A> IA -139 IC-Ii+j 817, (*A 4 E. „ = o = 1-75:11c - PR •7. -1tc, gr.= es -4 k 1% uoGN rLAA G - 51571111 1-S14-1• ft4=-0= Mb -11s1191(7.15" -v 14-se.7 kAlL.s"�D J 132 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY NRRcE. -Co GurS17-1 WELD TL3 k R0- 56 k/wt:w 4 LAMA -PS 56 k/0Czw 1- W.R}Fct� $iz NET SEAT tor4 TZuPTvtzF PSSUrw., 4.0.r = 9.07 IN2 - ?z b.62s'1,034r = L3 141' X (Dbr) - /e•62S%rc) to" 4f.FF •Zt Ii41- Ort'Fn=4FtiAEFF=0.75' 543Ksixb•21 1,42-= 170 k) 223k -b Tizov1DF 10",-71b" RIA -ET! J • EME_ 8uxx sHt-4R- T T E- A9v= Lix 1011x0•311q" - IK pit 4 Z 44"0.6r,i3„=6.7Sxo•bxsE,1,5“Iyplz,365-k>2z3k GUSSIEr $welt SH fzx}2 R)1 ML toaxo. "= 10 14t 40.` 8.625" x 0 • S"= 4.31 1(4 7' C Rn- 4),k(M,t1419.&&r1iv,0.6F,A-r01 UtaCv/44 =0.75-xCo•6uSo►GStx'to t4 4- 1.01(63 1S51x101 tMt 143514 >223 GOSS Er T 45tor( N1 E VJWPWrh . = 15-" 4,12n- 0/1,(5-0 tcstx (S"x os~_ 331 k) 27-3 k J 13_ • Design Sheet • PROJECT ••. MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural - Civil Engineers SHEET LOCATION CLIENT DATE BY GOSSE-1-- COtv012-essiON 3ucKL4HG }cam 37S)2S n = 203 1LS1 C')~ Fta' 0.65��/te Fy ` LiS ( 14 -St ogx1.15%1 Kstxo.S"ti 1$"= 30q k 2Z3 Gussr r l Lt ry Le ( 0.75��, ---1>---1>- U z -"" mi ,Max - U•S x0.75 � J �vs crer St> vst GussET 1NiiztzN q� TNrFc 4T COL.Umt4 t V = Bo•3 k 4-13.7"x 0.5". 6.9wL (T,,==11.7Ks1 Ar 8Li t% V= )5s•z k = 95.2 lc M= IU3t 1c - )i' q - 2_11" .0.s" Ir Qq-= pc = S.o t<Sk a b = S = 2.I ICS' (Tv' R = 1111— K71 c J F7 0.51 < 1.O 1 11204 IDE_ t�2 Go134 V Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY GUSSE-T To cN w VU,M( � A L two Ib' k zy" b -q IPA = I •arX tivo = 7 k -/►rt o.sK g.9 ti/w 'periga. = - 3.2 ClxTt!�_N7i•; r )•392 Count,{ tA)F4s SHED -R- cAPA-Gr- �w=o. b.ci Vol ci'rA=fix 2. O•bx 6S- lxO•S"= in k/i.4 GUSSET T) tiE W 'PLA-TF— (24 PLA-TF W �lSTRt13uTC F`5 To Tol' f4L-1 > ROT -root 133E4M 'BOTTOm `-PLATT. o CZ = 0.5116 = 78.1 k L w = 22" --op rLrE t ar zts 79.Ik �x t.392zzz� O.7 TE.E .( ( S 70•lk { .3 AY-rr-F_K-rrt S SEPo A tIA7_ S squ..p.A. *az)1. vu L. o.7 s. nb = 39.1 I< 1V6. I.Ow-o•bt5t 1451x 0,75"x L2'= 4gs)c Vv J TE.i`15mU `j t aD o z yz„ rl t, F 72,,c ' 1 b = 12.7_1,< 4Po . 01.T-0 ►cslx ' 4721( ) p� J --\ 1pgov Ire s/b" Ft u-ET5 • 5l4" g . 1110 Design Sheet •PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY BEJ,4 To GuSSE_r CoiN NECTtor R,.=2rk 600 1c -1H Mum' R„ x = 15 Ic,t Z14'- boo lc 1►4 RF,Sou)k, MornE-PIT Wro taw+ 'MATE'S —b1)0 -l< _ Zjz.91< IN TU= 127-10-111-11(= 165 Ic < 4r $°LT GROUP $ 4)11-1-' i2'•3-1V17o04- (1"44410 CC BoL-rS IW SSL -T) 13oL-r Br -41z) rte. Ok (JWI, V kR-4 4C) Ohl inAprES. 4r„ _ 65•1K-A4A o-Ncr -:•37-is k/130„4 0-47, It xtotC1.1.4!.S=o.,,I.obtr")xS15161,2-4A1".moi-s sl� X+r, = It 3iffar -4> .1-7. 0-36" ctW,= 3.1b•3 kts.-r = ss R„ :r- 0>t4REerto►f VL -rm GUSSl X yl.4' LF,l1 71( S krrpe.HF_D Fox WFi.L t> REArnc- pt-IRvrsts _ 14.3 ►Ytt{ ►yr4 -Ditf.aD = t 3.1 SwrEfrrou I•�iZ CONN F�'TOt -plA�f -�pRotilDE, (3) i"c A44go S'C. ic1RSSJME_ yg" 434, 6H041- 11E-1, c. ^ = l.bxo. 6%-3b lcslti 0.31S -"A q'' : -73 k > R,, g-(eA-R. IzoPW(z c1t i O.7Sro,b'SJc8l ),0,77s-,e(qM-3" i•Izj = S k Rt, ✓ 13L.OU( 51(EAR.-i, 4'4= 0,7S -4 .04/x36 kSIx2.Ty nit'- f 407.53 A ) A. 0.031141- c 66 . R., ✓ 6 R, e b . n(t q.q" \(O4 Zy.11c51 qwti oar �J 751 _ lI 1 v-1.216-1 7 y KrT '` C)-65.41'0 1,U / `a �Z3bk51 0,1)-7-361a) IL:- Ye 121UAE4 136 137 "WELDGRP.xls" Program Version 2.2 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: MOF Shuttle Gallery Subject: Beam @ North/South BF obtuse Job Number: Originator: BHK 1 Checker: 1 Input Data: Number of Welds, Nw = Weld #1 Weld #2 Weld #3 3 Weld Coordinates: Start End X1 in. Y1 (in.) X2 (in.) Y2 (in. 0.000 0.000 3.000 0.000 0.000 0.000 0.000 9.000 0.000 9.000 3.000 9.000 0.00 0.00 -25.00 _ __ _....__ 0.00 0.00 .__. 0.00 _. __ _ __...___. ___._.________. ._ M No. of Load Points = X -Coordinate (in.) = Y -Coordinate (in.) = Z -Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in -k) _ Moment, My (in -k) = Moment, Mz (in -k) = 1 Load Point Data: Point #1 14.0 12.0 110.0 C 8.0 6.0 ›- 4.0 4.0 2.0 0.0 +9" 0.0 2.0 4.0 6.0 8.0 10.0 12.0 X - AXIS (in.) 5.500 4.500 0.000 0.00 0.00 -25.00 _ __ _....__ 0.00 0.00 .__. 0.00 _. __ _ __...___. ___._.________. ._ M WELD GROUP PLOT +Z +Y 2 1 1 2 1=Start 2=End Weld #3 Weld #2 Weld #1 / 1 2 +X Origin NOMENCLATURE (continued) 1 of 2 7/28/2010 1:22 PM • • "WELDGRP.xls" Program Version 2.2 Results: Weld Group Properties: Lw = Xc = Yc = Ix = ly = J= 15.000_ 0.600 4.500 182.25 �^ 12.60 194.85 ^� in. in. in. inA3 inA3 inA3 Weld #1 Weld #2 Weld #3 E Loads C.G. of Weld Group: E Pz = 0.00 kips E - Px = 0.00kips E Py = -25.00 kips E Mx = 0.00 in -k E My = 0.00 in -k E MZ = -122.50 in -k Weld Forces (k/in.) Fw(1) Fw(2) 3.109 4.253 3.109 3.109 3.109 4.253 Required E70XX Weld Size: Fw(max) = Fillet (leg) = Throat (eff) = 4.253 kips/in. 0.286 in. 0.203 in. 2 of 2 7/28/2010 1:22 PM 13 8 • • • 1 • / / \ / c L 1 // \ 617C zg/ �d 8 G..) m 1 6E[ MOF_S305.dgn 7/28/2010 1:22:49 PM • 411")it C9wi Cry ti1IS�Z- `y gvt -‘ sea 1 .04 umuli to lb ►%+r 41Q 4 1 ._ <44" op wig V" SJ rw CQNN-PER 3C t, V i uS'I CO` 1 i \ alSSFT Kr 7 Itc Ig86LIZ. RAC N \ ,,,, S/�b 1f f,�,. S�I��OF ( 34" _ 1,_0,, ' o" DETAIL 75 i 2 MOF_S305.dgn 7/28/2010 1:22:49 PM • Design Sheet PROJECT Mop ST4JrTLE- GSR'( SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers TOCATION (TIENT DATE 7rZS)/10 BY NI( ROfm{ / SDITn( "C3RRC.ET) RAPAES - tfole.E- To Bei Yn (AWTE-) thso = tk t 5.0 k `j'veaRcc , k CAHNF_Crior( lHT►=_TiFAet� FORCE -3 FoR GorSE.i CoNNECrir(GTo cowfl toEJ5, 145504E- Cowmr.( cts(Twcir7 is HEbuGi�3tr *QSSVnIE. ALL/ UJVlC L L,AD TA -RF►( rt -T coLansxt 1411-1S, ALL 40(241.041-4l. NTP}l. Lown 1740t( 114(4 JC, BxJ-A& it tP fj_v1 r-o(tC! gy COKilPS - a(G 2 CAVES r\/v,am Room iVV ` v,,,,,,,„ COS 11.5 -4- Pv,f3mSit4 Tt.5 F 1.,,,r3a r, r 0 0 r _ go= -�fvgM S IN 12.5 + p gem cos 11,1-4.1›.07,1_ cos 143-S= 23I k Au= 1-33 go- 119 k Sial 43.5= 151:t IC • • Design Sheet MAGNUSSON II- KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION '1 CLIENT DATE BY GUSSET gN }� VG= 12 --Th 13,5." 3 =0= - „} bcos6-V,,S��cb --45. 4 ts - 1143. k (1{ac- 14o•2k, tray:al. k) =O = -V � �/� + ►iaSw 6 +V oS � Vo 14. )L , �/i: 1o1�-j twt:O = At, - 137 10(3- 45•K 13.54- 137 kx 7.IS" -0 nib= 776 k- of BE DV = 0 = -137 k - 89.7 k l -(G -� 1e. -'-7 k .0"tizARSFF_R-F-E, 11-i[wvG1d Ft M-1GkS k - 2.514_= o O = -46- ys•y kX13•5"► 117t&x(7.Ir^431) .o 142 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY SEE CAt_c-uuziTLor S. lok "Iz¢P it) i5 M, (OTU)" w2 GO F� caLcvvAnorlS' NoN SNoWr( Gu sstF.X COMPV F csior( SocKul'4G 14L-12\ b•3"= lo" r= }/zr = 0. Vitt* - 70 = 51.,1 Inst rcto. 35.1 Vs i cep„=o.9x3slksk k J G u SS;Y ► 4-r0.1z$, -L NTER-r-A M 8EA-rA 1i V= 143.6 P y 14.61c Irl = 77fs k-u� A = o s"L 7,7„= 13-S tN - S = o•s^x 2?"�6= 60.7 IN3 Ga,= = 1.1Ks1 1t-Sk tri Fr 1o.71 -s -i 0-0.4' trb GUSSa-T To cot-t)Mrd Wru-r) {� I s9 k tv =aii„ - t.7 1`/44 w6s -X> - s 1.2S s•� V14 1)er.a.AN= 1.34z CPwmr4 W -i S4 c P'C. r'f 4-4 0.645" / (OA 7- �x2"o'bX 50K51x o.6t154% t x/114 > X/'K V 1,3 1 • = 0.s -2_z1.0/ inzoolDE_ gib'. FITS • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY CiUSSET To 2tF_ t& BATE WF_.L-C) BOTsoVA, AA -tire --S 'RZ=o.s )41, = 7T.4, 1c < R., "ett Ta i g4it (mom)" Wf� pLATrL i TZ„ : O•Slib =iI- 4k & 2,, Q. B (oi?n'rF y BEAK- WITAS S1{ \(►El.% ti +G 0 tiY ft S o►.Q ) A&7UI '-tE,Stl.+z- )j1 5 To= 7I•Bk+ t/ZX 14 1661L (tfPn= 0,4 Ks1 xo7)S*T„ _ 477- k BEM}Y►1 10 G V ss?•.r CDKfeCinot . " B L -Tv B 44fl&. (o rovsE ' Fog. CA LC -5 --t)'plz4Jlnr y'' FItO-1S PAWl> ?/y" er,A4vt Pt. 144 • 9 • sI _S305.dgn 7/28/2010 1:23:07 PM 146 4Ip E5 `ly 0 1 1 -rcil go" T4eFLc,TYP Cu NH PER _flit,. Tom I . vily low Strc r c�- 111111E. —�> 0 .glib rIL / / I I Butce_sw r , Ae7 nr-.zlk. Ft*. / G / / RAA, N cSll. I I \...tAi��{ Cou- CL / of Goss`r/ sig 31144— i i n v� 1 1 3,4" = 11.0" DETAIL 3/5-&e2-7 3 _S305.dgn 7/28/2010 1:23:07 PM 146 0 0 0 1,4 147 vlEST tfaketh Ftefria CorlNEqiarf 'Nr:S,Gri FOZC S -PErz1 4f 0 rn N ti O O O 0)104.1 west Beek z FtaM� Cor4NEcnorl -DESIGN rovEc - TrApog g ( -I,zi- Ei-1.oL.-1-0.2S SAP2000 v14.2.0 - File:10_07_25_MOF Shuttle Gallery Lateral Model_temporary_modified East El _lobby BF - X -Z Plane @ Y=1668.9996 - Kip, in, F Units 148 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT MOF S1{UTT c,AL(,1A-q SHEET LOCATION CLIENT DATE 7/31/ID BY O(41‹ WEST' til F_U FRAME. - Cowmrl RRsc lwrF gEfaCTIor{S S v,),- t760 k - 6`a k. It-. I/6.61(4 -115:g It TAI -1 1.3% = 14,61.k (tOsT MOIL 111 ) 135 k1/405 23.76 = 149 k (Nomicounf ta-a ►E bl1L) FoTZCrzS kr G05s6-r 70 pia_ J . ATE 1NrEiz9ck. s GUsS -T To t lsrz 1>LAATE . WELD WEST FA1Y . •VrEAIL-S(13w1t4 6-75 Vti4 2x 1.3'17- 14o1c(N/ So /T4 FM k - 2,5"srirE:r$+7145 1:41w4, ` 26., +!L8v k Vg,,: 1o•2k Ago 6.0 k-11 any= 1Nb.8 k Vo,, 02.0 k Ing,,, 7.oI4-i4 6.-ictY04 4cgy iN ►o1 -t, 76' ,reT W ,AS WEsr Fax4rns NuR7H/saaM KAYO_ • peovIDE_ S/16" u - Y • Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY P CHoR TADS uS€ 0.70 Fl531 GwoS 4c(ori RoDn MssLm1, Kolza0e 4- , REA-c-no 4S tzeslSTel EY t wfres otum -I11AI4 At.le (aR- RODS 12,1% Tr x� S+. $6.6 LYm p -JD; 0.3* 4)12,,--�4)12,,--4,FA}Ay = o.7s� d.7S'Y les Kai � = 136,9 I%� N t L .S .Z 47 C f t,� J n �, oK 2 tyq CQLL'm I Tb t3>asE1 L4 i E. WE -Lb p¢D vi tF_ I%Y1 Flss`y GEMS q cSo2. 12er )iLb,4:4E,= (,Z3.)it— Lb,,,,„ ,,,„ = 6a" cowriig 'iaw mETF&.. NFlsu=- Th4C, 14-44r4AS AttD Hart&+= TPS , Ubg31G 1,$,M61.z '3 Slxrrca41l4S SLIER -R LOG. A'- a si plArk. ,Pa? soWE_ 140121104.Th L On /HTv - 135.4 k Hy=126.6 k Way 112f -is $fiA-171 u 6 Ai i} , %, Gtx0A1(- caotZolJifl7F�i bb.y k2 irL ' 1ZOtAb P .13fAgit4a AKZE14 j A gac,30sitivioEb ILi"e N.r` - 126142 guzy tab-fFitC►( i�sS o.sx 135-4 k cl: o,q.roy I& 61ogis• = 3b k• iN m„ -4> t%z pig usagid C EAck IlII?(r -7-70,) ✓ 7" t, 150 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY 151 ?Eau krtz tA)FA-DS' ►1.L�i fK ►t;TEuaoR c ecr1 lots t, szo= 351 k c „= 2x 13VZx S"'4 S" Sl>R s- 7o RW AT , Oil CAMEO -101 4SSut\F OeJtcrtor( occoRS IN1104 WziscrnOkefStriJ L I DSL`( 'R,,=2* b.3k=32.6K 444, 0.75-xo, 6410 167'(S ,. 0,37s -k= 57 k > B - 4r ►&ori 7nuE_ CAP )SSVrni tb' W T - 693 k s 26.7 k/!•T AL,_, ts)k-lel V0=11b1t epmA . ‘b""5 -/y µ 4i,/^ ti o.6Ksa rN.- i b" t. 7zo k > 'BASF_ L TE too vi 14 UPLIFT`• IL -H4 j ►b"" 27127/0 i, 7r7wk ! assS X t t k b k /V2.6' 6` 8iS" 6` L6` • t 12.,owv- 4-x • o • OCBF Gusset Plate Design .10 Usap ural. 9l0e bovph dept, 01 barn Gusset PI.l. (Mean Pram.t.r8: G.n.ml Deabn P.rameYn: Gusset ID: ((mi15MM Checks- Plate 550.5. Checks: J11 ...w 00 axe strewth red„won Yob Jew. 0 0 shoe, Mbxpd, reduction facie Brace Mn Cb 0.75 (n) mexnum pace to beam/column 07.rarne Shoulder min 1 (n) minimum shoulder M gusset perp to brace 0 Gusset Properties; F„,„,„, 50 la gusset pan spoofed yield strength Fu yx.i 05 ka missal date ullnste WM sbrgb Beam 1 Column Reopertles: dor. 2 (n) 9..a, Depen ear 14.7 (n) Column Dept, V. 0 kip Max factored bum grm ily ,.cm. Upper Brace Prop.1(n: Sac ID 13 rdxentt be Matt sector proprW. Sac Nun H5S12 7500.5 Fy p,.re 42 (ka) F,, p,o 58 Iku) b9r. 12 75 (n) Brace Width (bac. DMZ (b) Butt rte thickness L. PP 258 (n) Brew A4 -amnion, {ne,t-4poinl Lar, PP 460 (n) Brace vlvnensbn, pont to point 1) 1.030 (rad) Bowe armlet/ hoetonY1 C max 251.0 (hep) Maximum Brass Compression T max 2510 (kip) Mazknrn Brea Tension 500 i 3•' ,tes ey • r dry ,..SLS yg �'` lifCyjla,3' ) tr,e, re .• q A 7"P..S icer kyr isr• 1 Jt k' 5y i ' T �5,tdYu }i? xrsa)nr 7 0. ''�"k.`• • "un' ?' ' Deakin Paran.ten: L.. 17 On) Weld te„o6, b upper brace B)Gu weld 5He(i,) upo.a u.nbg,sslpYY..la axe bora bra Le. (n) WWI 00001bn 9)0) weld Ulla (in) low Mtn to Gosset plea 00(4 axe 1-0 22 (b) HorixontM Nn95, of gusset 1.. 40 (n) Gusset height above Wan Le r a �rfa-+ (n) Cassel height below burn tsar+ die (n) gusset Man tidies. GtC weld die (n) 90.0.79,5.057440.0005.0.5 to 20 0 Brea Dime Sher Upper Lowe, Brace Sher Me. 31 6 (n) Cap.10 825 3 lop DCR 030 000 0K 71./ Fl Pial. Demand Calculation Upper T Upper C Lova- Lower- 251 0 7251 0 Brace m Orme, Weld Capacity 4733 Lip 511 OCR 053 000 OK HU VL 00 Gusset Teruian Weld HL 0 0 00 1 Ooo.l CL 000(. -Col 310 (deg) Rimer. 00 01Z.:,r.e`3 Angie • CL Ae - Ben 59 0 (dry) •. 09.6r,Dre Angle 30 0 (dap) VERT INTERFACE: GusW 0007, 324 (n) ec 74 74 Gusset Area 152 (0) Lc 420 420 Caprly 7285 hep VCOL 2152 -2152 OCR 034 000 d( M 15810 715819 UPPER PORTON: Gusset Block Sher Lcu.0, 40.0 400 Ag, 170 (5''1 VCU 2050 2050 Ape 87 (n') .W 10 F.X. 4347 (kip) H 54 -54 06F,A., 6830 IMP) 2 -49 40 Capacity 7480 (Le) NCU 102 -10.2 DCR 034 000 O( MCU 1308.5 -1360 NB17 1180 -1180 Gusset 0 4We Block 86er VBU 102 002 Ape. es ('0') MEW a 00 Am „s M') 9,ft,, 748.0 OW) LOWER PORTION: 06F4A. 3315 (Up) 1/CL 00 0 Cape./ 7507 (00) eb 10 ,-0 DCR 033 000 OK O 54 5 NCL 00 0 215.2 .2152 1291 -1291 00 0.0 nye �� _ kip MOM Gusset Buckling MCI 00 00 n yt..:, 7t?try Lp - n 1 121 (n) 14131 00 007;n'i 7ldp 014 (n) VBL 00 00 .et-'s'Is -73. Lp KY 1005 MBL 00 0 0 -. "^yc--� kp.n F. 20 4 For 230 Nu) CENTRAL PORTION: Caper" 3871 (up) Vine 10.2 DCR 071 000 O< Mend 0.2 -02-- =.'ids: .:,.�...'{•„kp-n Hmd 102 -10.27.x,.,.. i 7'1` ) 02 ice O,aw Fdge Stability Locaeon 1 I 1 1/b F•, :0. 57. 00 00,':' �r'hp CK L«1 1727 022 10.0 115000 Sly 00 00 ?r..e ._` . ':`k70 O( L«2 63w 14s 11 158 OK she:: o.o oo -`�- ,i�+:•Lig-n OK L«3 L« 4 Vertical Face Wiwi, 512 5122„r• �xkpIn f.xe,peak 530 5.38 _V' � hp In 103 (0) OK ssnem 1025 1025 1 ' - �.- �" ikw 153 (5') O( sanalyk 10 70 10 70 - •59 a 200 DCR 0M 0.0 +%5'00 Y0.200 Weld based on Peak Demand 5&�p•- .�. t)..,. 0010 0510 '1L art * -k;ret Sae 5(10 5/10 Gamily 1821 18,21 :, `, - - lei ln demand 743 7.43 kps/on D CR 041 041,ts� O 0 Weld bred on 125 8 average demDVW16 U..r. 0000 0.000 ^'1yy1..8, �':,, .:.. .ys red Gp.Pty 1302 1302 ` as 15<''syi kip /n Wound 041 641 ` kpaln DCR 0M O48 it}. '..X�. OK Brace ShpuM.r Length Lac 1 L«2 Lac 3 L«4 Mlnlmu. Weld to Horizontal S60.m4(a sided) Irydctlj Fbt Wald Sae 1 /td M4dm,en Weld to Rare_ 50Bener (2 aided) Da no Gusset above) Feet Weld Size 2 /16 Mbdmum 50 W Column Web (m Bang.) 0.120 fan) (check ol.asl 049502y o1 web Van assumed ben„ d, colflange) 0231 (n) Micas,., 50 8a Column Web Ib flange) (Neck o/.xeW,W capacity of orb. based on brwl peak) MNLnvn SD ka Column Web Do orb) 0 005 (n) (Neck of two-sided Nur up.uly) Upper Interface W,i •__.r:l.. f . ish.4, 540 541' ; kp In Sctlon Rupture Upper LOWS! 5.e 0.54 0 54 r hp In 17 (n') alder 1001 1001' O 10 (1.0) sane 108 100 ka Adm 17 32 (.7') OCR O a7 0 42 1, Refs i.j`,kk,'r a. ON Capacity 7534 (hip) -aL"''�.: DCR 033 000 00 LowrInwlatt 4.. .. Brace Net Anel (New 0.00 0004P•ss€ap;1•17pin fine 000 000 dts:y. ••/>Wpin Asher 000 000 .+ YJa�1..•; ,.ka sane 0.00000 -k' 1 - ka DCR 000 0.00 .§4..'r GK 152 OCBF Gusset Plate Design at a U.na .0910 plats (MP. d lean Gusw1 Pnnt Design Parameters: General Destun P.rmnentn• Gusset ID'. J14 we 0 9 .stn sumo", rearcnon now rasa 0 D sheer strength reckon lector Brace M.. Ck 075 (m) mnmum brace 0beam/column cleaerce Shook. mm 1 (n) m.mmum shoulder of gusselpap n brace cl Gussal Ployer0.s: F, prose 50 lea F, gor 05 kg gusset pleb spe0hed peg apeman gusset pate Osman. weld .bags Beam I Column Propeross: de... 2 (MI Beam Depth d.w 14 7 In) Column Depth V.e., 0 kip Mao factored beam treaty reac00m Upper Brace ProperlM: Sac ID 13 Sec Nam 115.312 7580 5 F, em4. 42 (kelt 040 1275In) kat.* 04615 (m) L„ PP 260 (n) t„ PP 460 (n) t) 1 030 Owl) 2400 (4p) 2480 (4p) T mars reroerce Its bac* sawn amperes, F, e•.r. 54 (kw) Bac. Wath Bnca wap s0Aness Brace %4mensen puns -»pant Bowe Y-bnenvpn. pant 13,401 Br... .rale b 1rm0orsl M.smun Brace CornaesNon M.ant/m Brsu Tatham 50 0 Design Paramantn: L.,, 17 (n) BtGu weld 1. BILI weld 4 Lau Ib peen GIC weld SHO in Was lags to upper br.ce upper beer N 0ussel pate weld size Wald (mgt' to lower brace 4489 b.t'e N guess pant weld sae HOr2mtsl length o19ui301 Gusset be ger stow beam Guava hegm below bean gusset pate 80Mess pusSet pent to column wad axe 153 I (mit 50Me Checks' Plate Stn.. Checks Wiwi. Block Sheer Upper Lova Plate Demand Calculation Brace Shea Are. 31.6 (m) Upper 1 Upper C Gamut, 625 3 19 Lower - Lower - OCR 030 000 Q( Fu 2400 -2480 Fl 06 00 Brac. a Guswl W.0 CaDacrry 473 J krp VU 2121 313.7 .i, .� � - .1' lap DCR 052 000 d(HU 1270 -1270 • VL 00 00yc .y"15kip wm `'%; Gusl Tension Yield.,1.r ld • 00 00• �'A.'•i.�1.4---.'rW Gusset CL Angle - Cd 31 0 ides) Rhee. 0.0 Gusset CL Arps • Bet 50 0 (d491 Whitmore Angle 300 (deg) VERT INTERFACE: Gusset Walt/ 32 4 (n) n.0 7 4 Gusset Ares 102 Ins) Lc 420 420 •::.. Cep.crty 728 5 k9 VCO/ 282 7 -2121 i ,.':5 Mp OCR 034 000 OK M 15030 -1503.0 : .a kid UPPER PORTON: Om., Bloch 51 44 Lou,, 400 400 Ag. 170 On') 700 202.5 -202.5 AK 0 7 ('ns) eau 1 0 1.0 F,/1u 4347 0,1 81 53 d3 Z lap /n 06F„A•. 003 14D) rs .e 4.8-..:- 3;, lop ln Ce9.citr 740 a (lap) HGU 101 -10.1 Lo DCR 0.33 000 OK MCU 1350.2 .1350.2 ^�T;.:S'.:�3 kiP•K. ' sL°YM HBU tti 5 +113�;:.�#Y_ 7i,ZnM. lap Gusset One-Sde Brock Sheer VBU 101 .101�dyy,:.'kYr' •• �r.-(;tt'' km Ap. 85 (4r') 1401.1-50 503'b _S Ih'rF [ lap - n AO It (s') FA. 745.0 (M) LOWER PORTON. 0.6F,A„ 331 5 (lap) V0. 00 00 's;� _"e ?jjf 30 Cepa.', 7507 1..1 00 f0 10,%r DCR 033 000 OK 13 53-53h'�t(l Rola_ wekn 9l MQ 00 001 tr.'L;-ss6k* Gusset Budding 340. 00 00rw.i (. X.°' -"k9 -n p-, L 121 1n1 MBs 00 004'..+'.Y�_...?lap r 014 (m) VBL 00 00-2' ia. kW K W 1005 54131 00 00 a�- 2.451) ) 00-n Fe 284 Fa 239 (ksi) CENTRAL PORTON: Cap.py 3871 (k9) Vmid 101 DCR 070 000 OK Mad 0 2 -0]Tf' j(+ 6'T-••` . y ktp - n Had 10,1 1n. 0p Gusset Edge StgMey Low8on L 11 11 0 F. s F. 000 0.0 0 a l 1i (4l4 ''"�• lap 01( L«1 1)33 021 100 113.4 p( Sy 00 0.0 '".��i+. kip OF L«7 6303 145 11 15.001( 54474 00 a0 4s' -at lap - n OK Loc 3 Loc 4 Verecd Face %hm 500 00 30 lapin At . 6.0W,peak 5.32 5.32; " • of kip ln OK sallow 1013 10.13 .1 ,) •�; `.'er Iter OI( so0ekpe* 10 03 10 0fr%3,, . : `• lea Brat. Shoulder Length L«1 L«2 l«3 Loco 1 03 In) 1.83 (n) RfrO Minimum Weld to Horizontal 508ener (4 sld.d) (typicafl Feet Weld Sae 1 /10 Mkdntum Was b Hods. Stiffener (2 sided) (Le no gusset heron] Filet Yaeld5rse 2 110 Mkdmm 50 Ira Cahoon Web (ro 8..g.l 0 110 (n) (check of as W wp.aly or web Ven assumed lyd0h cel Berge) Minimum 50 Sal Column Web (12 flange) (check of anal sheer caps., of web. based on local peek) MRmum 50 ksl Column Web Ite web) /check of Nes-ade4 then capacity) 0220 (n) 0 ow (n) Bras'. N•1 Section Rupture Anel Upper Low/ 173 (m) U 1 0 (1491 Fee 17 32 (n't Capacity 7534 (49) OCR 033 000 OK Lower Interface L ,z,.?C DCR 0.46 0.48 Weld bead on Peek Demand Awa 0.810 0010 Size 5/16 506 Capacity 1021 14.21 demand 734 OCR 040 734 yy�) 0 40 f Weld based on 1.25 average den J.,. 0 000 0 000'. Capacity 1302 13.02 demand 0.33 0.33,},Y DCR 045 OK red rad Uppr ld8erlace Mow 534 Weal 053 ..how 10 60 wool 107 OCR 041 34+1 0.53 1068 1 07 ' paha 000 000 falai 000 000 SGna: sheer 0.00 E064- 0 0 000 0.00'• OCR 0.00 0.00' last OK • -00 50 40 oa 20• 10 . 0000. ... . .20 •10 I a a -t0 30 -30 l0 20 30 40 50 00 153 I (mit 50Me Checks' Plate Stn.. Checks Wiwi. Block Sheer Upper Lova Plate Demand Calculation Brace Shea Are. 31.6 (m) Upper 1 Upper C Gamut, 625 3 19 Lower - Lower - OCR 030 000 Q( Fu 2400 -2480 Fl 06 00 Brac. a Guswl W.0 CaDacrry 473 J krp VU 2121 313.7 .i, .� � - .1' lap DCR 052 000 d(HU 1270 -1270 • VL 00 00yc .y"15kip wm `'%; Gusl Tension Yield.,1.r ld • 00 00• �'A.'•i.�1.4---.'rW Gusset CL Angle - Cd 31 0 ides) Rhee. 0.0 Gusset CL Arps • Bet 50 0 (d491 Whitmore Angle 300 (deg) VERT INTERFACE: Gusset Walt/ 32 4 (n) n.0 7 4 Gusset Ares 102 Ins) Lc 420 420 •::.. Cep.crty 728 5 k9 VCO/ 282 7 -2121 i ,.':5 Mp OCR 034 000 OK M 15030 -1503.0 : .a kid UPPER PORTON: Om., Bloch 51 44 Lou,, 400 400 Ag. 170 On') 700 202.5 -202.5 AK 0 7 ('ns) eau 1 0 1.0 F,/1u 4347 0,1 81 53 d3 Z lap /n 06F„A•. 003 14D) rs .e 4.8-..:- 3;, lop ln Ce9.citr 740 a (lap) HGU 101 -10.1 Lo DCR 0.33 000 OK MCU 1350.2 .1350.2 ^�T;.:S'.:�3 kiP•K. ' sL°YM HBU tti 5 +113�;:.�#Y_ 7i,ZnM. lap Gusset One-Sde Brock Sheer VBU 101 .101�dyy,:.'kYr' •• �r.-(;tt'' km Ap. 85 (4r') 1401.1-50 503'b _S Ih'rF [ lap - n AO It (s') FA. 745.0 (M) LOWER PORTON. 0.6F,A„ 331 5 (lap) V0. 00 00 's;� _"e ?jjf 30 Cepa.', 7507 1..1 00 f0 10,%r DCR 033 000 OK 13 53-53h'�t(l Rola_ wekn 9l MQ 00 001 tr.'L;-ss6k* Gusset Budding 340. 00 00rw.i (. X.°' -"k9 -n p-, L 121 1n1 MBs 00 004'..+'.Y�_...?lap r 014 (m) VBL 00 00-2' ia. kW K W 1005 54131 00 00 a�- 2.451) ) 00-n Fe 284 Fa 239 (ksi) CENTRAL PORTON: Cap.py 3871 (k9) Vmid 101 DCR 070 000 OK Mad 0 2 -0]Tf' j(+ 6'T-••` . y ktp - n Had 10,1 1n. 0p Gusset Edge StgMey Low8on L 11 11 0 F. s F. 000 0.0 0 a l 1i (4l4 ''"�• lap 01( L«1 1)33 021 100 113.4 p( Sy 00 0.0 '".��i+. kip OF L«7 6303 145 11 15.001( 54474 00 a0 4s' -at lap - n OK Loc 3 Loc 4 Verecd Face %hm 500 00 30 lapin At . 6.0W,peak 5.32 5.32; " • of kip ln OK sallow 1013 10.13 .1 ,) •�; `.'er Iter OI( so0ekpe* 10 03 10 0fr%3,, . : `• lea Brat. Shoulder Length L«1 L«2 l«3 Loco 1 03 In) 1.83 (n) RfrO Minimum Weld to Horizontal 508ener (4 sld.d) (typicafl Feet Weld Sae 1 /10 Mkdntum Was b Hods. Stiffener (2 sided) (Le no gusset heron] Filet Yaeld5rse 2 110 Mkdmm 50 Ira Cahoon Web (ro 8..g.l 0 110 (n) (check of as W wp.aly or web Ven assumed lyd0h cel Berge) Minimum 50 Sal Column Web (12 flange) (check of anal sheer caps., of web. based on local peek) MRmum 50 ksl Column Web Ite web) /check of Nes-ade4 then capacity) 0220 (n) 0 ow (n) Bras'. N•1 Section Rupture Anel Upper Low/ 173 (m) U 1 0 (1491 Fee 17 32 (n't Capacity 7534 (49) OCR 033 000 OK Lower Interface L ,z,.?C DCR 0.46 0.48 Weld bead on Peek Demand Awa 0.810 0010 Size 5/16 506 Capacity 1021 14.21 demand 734 OCR 040 734 yy�) 0 40 f Weld based on 1.25 average den J.,. 0 000 0 000'. Capacity 1302 13.02 demand 0.33 0.33,},Y DCR 045 OK red rad Uppr ld8erlace Mow 534 Weal 053 ..how 10 60 wool 107 OCR 041 34+1 0.53 1068 1 07 ' paha 000 000 falai 000 000 SGna: sheer 0.00 E064- 0 0 000 0.00'• OCR 0.00 0.00' last OK • `0, • V'O ' you, Nf �b of Gun- 016 SECT a 014 cot, F4D FAD . Pt - Pb ri 5 tSE r. not ¶.4p T 1501,x1bxZ1-1-4 wl� 57b 149141 PRoihOr 'TMP k►? P wow. ►N Lbw ror( TD riP cooeK ht)1j HEX mor= Putt- CAp 154 SECTION A SECTION B • Design Sheet PROJECT AoF SHuTrLE GALLERY SHEET MAGNUSSON IT KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 7/31/10 BY BHI( WE -Si BRACED HAW_ - Cowmr{ 13gst PLATE -J1 -O3 R ECT10 N $ 5 =472 k, - 2101c Nu = 68 Ic FotzefLS f♦•1' Gurs -r 804E. 1uH- INTF-rzFACF_ G OssEt- ,-b ?As p wry L - 23" }� = H3"/L..J% 3.0 iyu.1 �4 = Nig/l,,,,: 0•3 )`/'N 6"lvirhy '- = 0.1 f of -»13Y INSPFe on( s/,s" FALK Waits OLS ✓ 12.003 ip Us} j yZ` 4 FI Sst1 G12405- ArlOt1oIC von Neo= 67.6 \leg= 6.31 1' s3 -01h -b-ZoutbE. she F(L4 S A Wbtf- CN) rzfACF r Cownu( f?P-PPICT 1F/157DII /ALL. ( ) TwAS' 1?4 fl V1t 41L 1.76 tK 1- ILL0# bt 14/166.5 1151 Com, roe <<'/i? 1:761147- • 76111'- ' Fn+ -F V . - 1.3k0:75- 1-LslSl- O.7Sx 1511 o.15 O.Mi11fls x6.5161= 1nSis1 /go= 4 Fnj Ab = 0.7st los I x 1X7& 138 k/goD> Zya k z (,b lygep 1 (t) q Reps cz, --0 pRDolbE._ (6) 172"# Flsrl Ort -toss RNCi{0J2 RODS 156 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY Ex&Sevoq) BATF- Prr Do7TDM, OP plt.i_ C/aP 'RSS�Mt_ 12"ICUr P��F MOP-- TBl-6 12 v -tri ►<SI 4in=4F7L=Oi jL1 VASE- PLATE- OPuFT 2, Cp1r p1 t04 b 7 rylu= lln►cx2.6" s gFlJ-I"( �M„ = o.q vsw t�T x -� 4- = l • � * Ri7vMa- -gym_TALI sd=,1•s aj.T. 3.66" I qm,n.)./v) = Us" r _ 17Lk _ 0,7" 04X57MS"lx13ti�." pJovltx� 1" PLAIT- viArE. • • OCBF Gusset Plate Design vl 0 0.9 snpfe data Oomph depth d beam Gusset Plata Deabm Pac.m.aro: G.nerel D... Pa ttos.. Gusset m: LImI Bale Check. Pae Strew Checks' 212 r thew 0.9 v'w. 0 9 Brace Mn CO 5 (n) Shoulder min 1 (n) seal stren9..h.Oen actor sheer WWang* reducUOn acts mmmum brace b beamicolumn c0.raace minim= spu1d* d gusset perp to brace U Gusset Properties: Fa .sees 50 lea F„ p,a., 65 ksr gusset Pate speeded yield Wong* gusset Oda ub,teta pekl .0590, Bunt Column Prop.rlI.s. eater., 2 (in) dry 0.52 (n) Vere,,, 0 kp Bean Depth Column Dap. Max factored bun gravity matron Upper Brace Pruperta0 reference b brace secbn propa0es F„ y.e. 59 (la) Bwu We. Brace eta avcanes. Br.ce xeurunapn. pmts -myon, Baca W4.n.nsion, pont b pan, Brace angle b hatzonW 50 0 Mum. Brace Compassion Maxim. Brace Tension Sac 0) 12 Sec Nan H55802500.375 F0 a.0 42 (ksl Cyt, a els (n) Toner. 0 349 (n) L. PP 208 (:1) LW, PP 480 (n) 0 1 030 (rad) C mos 105.0 (kip) Imo 1050 (kip) • a.'ral r,+t)i'k {§1 ^ . s,.• m :_ slei.a.pw "� tx Design Parameters: L-.,. 12 (in) BIGo weld _ 5n0 (n) L.. a.0 (n) toOs BIGI weld , ft n) L. 23 (it) Lao S. 00) L2-zhai (n) 'Paw IMO (n) GIC weld 5210 (n) Wald Wr0th b uW., Were uppabrace In gusset date weld size Weld length * leer breve kw*. brace. gusset pate weld sue H0080rtta1 rig. d gus.01 Guest Maple Wow beam Gusset height Wow bun glossal pate *Owen gusset pate b coin. web size r -10 Brac. Block Shear Upper Lowe. Rata Demand Cdcd.Oon Brace Spear Area 231 Ins) Upp.. T Upper C '�'.e Capealy 5194kp 1mod - L DCR 011 000 OK FU 1050 -1050 , FL 00 Br.. to Gus.. W.ld Cepaan) 4233 kp DCR 022 000 Gusset 1.nsion Wald Gusset a Angle • Co. 31 0 taro) Gosset Ct. Apple • ern 590 I4.g) Wht0nere Angle 300 (deg) VERT INTERFACE: Gusset WK. 203 On) ec 03 0 G usset Area 141 tet) Lc 360 3604 tki Cap.ory 0357 kp VCOL 000 -000 Si.. ,'.QyKF" kp DCR 017 000 OK M 302 -302 - �f5�5%:1. r � ktP.1 UPPER PORTION: Gues41131ac1. S8..a Lcu,O 340 170 In') VCU 850 4502 ,.:a . KO Aper 46 Incl eW 10 10 "�4k•-,in F.A,. 3006 (00) 11 01 -01 b N ,ii' lip 1n 06F0A., 0630 (kp) 12 -01 0.1 '„f:1'N;'• } kip ln C.paan) 6707 (lop) Hat 0.3 03 r'.F ' !� 2+'� kp OCR 010 000 ON MCU 254 254 }?�_V S�kp-n HRU 535 535 St's i tyU, kp Gusset Orl.Sla Block Shea Vail 50 b0 y( km A0, 85 Int) 04BU 30 30 '�';.V kip -n AP 04 I.') Ff,. 0118 (kp) LOWER PORTION: 06F,J, 3315 (kp) V0. 00 00 CmecM 6501 (lop) .5 10 0 ea• n OCR 010 000 OK 13 01 -01 }^W Yt kip ln H0. 00 00 a4 �5kp Gusset 000(d R 120. 00 00 ' '.c f. ;,tip -n 1 163 101 HBL 00 00 15l$10 •lug r 014 tet) VBl 00 00 KO KVr 1524 MBL 00 00'�.x ' k10 VU 900 -000 OK Hu 540 -540 •. .7 m'-" `'.kw 01 00 00 `OOVV,jay kip HL 00 00 tS 't`h•�f'- kip kp 0 Fe 123 100 (w) Capacity 1526 (lop) O CR 076 000 Gourd Edge 01.1.015 loca0on L11 LID F. .Fe Loc 1 2455 044 03 550 Gat 1022 5513 20 05 10201( lot 3 hoc 4 Brac. Shoulder Length Loc 1 of 2 loci Lac 4 2 as (n) a( 100(.) OK .200 Makn.n WWI to Hmlzontel 000.... (4 sided) Mpic+I Feet Weld Size 1/10 Mldmun Weld b Ilona. Stiffener (2 ..led) 0.. no gusset rebore) Feet Web Sm. 1 16 Mldmun 5011 Column Web Ile 0.noe) 0003(.) (cant of ..l upaory of web 05.asumed 100.9h col bap.) Minion. 50 Yl Column WA (t.0a g.) (check of seWeshu upaan) of web based on local perk) M0,bnum 5011 Column Web Ito web) (check 01 web -steed she* capacity) 0 006 08) 0 046 (m 13. ace N., Sec40n Root . Anel U Aee Canaan) DCR Upper Lower 1 0 Ikpl 0 53 1n') 3250 Ikp) 11/S 3Z. CENTRAL PORTION: 0mid 50 Mend 00 timid 0.3 5F, 510 50414 0.rtical P.C. lshu 250 250 �.-);Fj jay. 'u kpin bnlypak 014 0t4 •��, .a 4' kpl'n ', slaw 5.00 500 '• '• -l' tui sal.0.15 028 024: DCR 010 0.10 OK :�.ac,i ::OI Weld bard on Peak D.maM 0.e. 0058 0.056 oro). aL tr. `i, .. +kp-n 0.0 D.0 8,] .1 -P:kp OK 00 o'Lv i. ,_0 G kp OK 0000. ,rs.0.l123 ' e1F'.C.rPe4fc .K: a. kp-n OK Size 916 916.:- 1• n CapecM 1401 1401 �'1«2.«.. ;. {��{ "kip ln demand 250 250 'L.0 kgs In DCR 018 0.18{ . .OK Weld based on 425 it average ly..e 0000 0 000 ..,5d i$ - raa C.Penry 1392 1302; -'.':` aS iv In Oprtand 3 13 813 les `y DCR 022 0.22Yr 104 v-yF.. OK Upper Interlace thea 234 234.•I•t j0r'0'v . yJ:'1 kpin land 026 020yy-h'f1. rpy;y. ,?y�. kp)n sale 462 461 sand 052 052.: ., is OCR 6.18 0.10 jL AKS 020 000 OK Lower Interlace halted 000 0004' lane 000 000 whew 000 000 sand 000 000 DCA 000 000 50 158 )OCBF Gusset Plate Design ., o /I 1714.9 angle om e.,qh depth M bean Greet Rea Design 0.r.m.ars: Geret.l Deakin P.r.m.kn' Gusset ID: 11] meet 0 9 meal 0dergth r0Qcrlon factor .,,. 0 0 thea, strength reduclmn factor Brace Mn Or 6 1011 mentum ham ld beamhdumn clearance Shedd. min 1 !n) m.mmum Madder of gust. Perp 4. bate d Goa. P,oparlMa. Fr b•, 50 ka 05 kw pusses pian spaded peal strength gusset olsn .eta. new sMength Baan I Cohrmn Properties: 2 ).) Been Dep. dti 0 57 (in) Column Depth V y.•, 0 hp Mas factored bean Orally reac00n Upper Brace Prop..l4a: Sec ID Sec Nan F, Mr knee, L,. PP L. 0 PP Cmn Inn 12 14551 02500 315 42 (k.) e 025 (n) 0 340 (n) 200 (k1) 400 (n) 1 030 (rad) 132.0 (111 0) 132.0 (hp) reference for brace secaon proper.. Fr stet 50 (80) Brace Walt, Bram wet rankness Brace Xdmenacn, 0006-10-091 f Brace y4mensvt. rel to part! Bram angle to hanxomal Memnon Brace Compression Meo.num 81.ce tension 590 Design Parameters: L 17 !n) 80Gu weld 5/16 In) 3 141 BtGI weld 51: .11710 (in) 23 (n) L. 4: tarn G(C weld 34 In) 6/16 Fn) 5540 (011 Weld 409.4 ,o upper brace upper brew k puts. 000 w0ld 020 Weld 46Ot. 0 05er brace lower brace N pusses pate wall six, Horizontal length of Mussel Gus,. bowie above beam Gusset nepm nealw beam peas. Mary 81ek1et u,a.014te tocolumn weld.xe I I 1 43 30 ZO I -20 •10 t0 i0 30 40 50 00 -,0 .20 -30 1 159 LIrnll Stats Checks.; Pm 56.50 C1,sck.- Brace Balch Shear Upper Lower Res Demand GICWOon &set Sher Area 73.7 (m') Upper T Upper C Cepanly 0104 WO Lower. Lower- DCR 021 000 Olt FU 132 0 -132 0 . R 00 00 - . Brace to Gusset weld Cetwahr DCR 4733 0.28 65 0 00 Gusset Tension Yield Goss. 0. Angle - Col 31 0 (deg) Gum. 0. Angie - Bm 50.0 )d.0) Whitmore Any, 300 (04g) VERT INTERFACE: Gusset Wann 20.3 In) m 03 Gusset Area 141 (n') Lc 300 300 ± S0; S n C55p.767 0357 kp VCUL 1132 .113.2•x: _ kp D CR 021 000 OK Al 37.0 1703`6r� lk hmyn UPPER PORTION: Gus...1E11mb Shaer Lcu.ck 34.0 34.0'-' . , }. 5 n A97 170 (n') VCU 1009 -1000 pttD_ `y.5a', kio 4.0 (k,') esu 1 0 1 0' Ape � s-i�_'.n F„A„ 300.0 (lp) n 02 -0754 ,. .465101 0.6F A. 0030 (Ipp) n -02 0.2,Y- ��Y hpin Capacity 070.7 (110) RN 03 .0,3.' �i'"Ktcn 65 DCR 0.20 003 ON MCO 31.9 -3 N6U 070 Guael lime -awe Block Shaw V80 0 3 A. 8.5 (41') MBU 4 4 AV 94 (n') F,p„ O, t 0 (hp) LOWER POR71074 0.80,1. 331.5 165) V0. 00 00- '+� Spy- [, hp Cameo, 0501 00) .0 13 40f 4 • s,,t'.')j77AFn OCR 070 000 O. 0 02 Vu 1112 -1,32 OK 1.4J 07 0 -07 1 00 00 NL 00 00 Rearm 00 0 03 470 65 kp-n Gusset Buckling MCL 00 L 103 (n) NBL 00 1 014 (n) 760 00 KN 1524 MB). 00 Fe 123 Fcr 100 (k.) CENTRAL PORTION: C.pe.ly 1520 )up) Vrmd 03 OCR 095 000 OI( Meld 00 lined 03 Ouaeet Edge S1b0111 Loeebon l)1 Ll6 F. 1F. SF, 0.0 00 . �texa,� �*k OK L oc1 24.55 044 04 500 OK Sy 00 00% i-1.��,}��!a teOlt LOC2 5513 1.'0 0.7 102 OK :Um 00 00.-.�-`_ -+57=x m41 Ott Loci Loc 4 00 00t) 00 00 -0 00 -03. Bram Should. Length Loc 1 Lae 2 Loc 3 Loco 250 In) 101On) 200 Z00 56.0054 Face (shear 314 314 Im4l,peak 010 01 OK same. 029 0.20.1 ,1• 0.( sad,pe54 035 0351, O CR 024 024 Wald bead on P.,1 Demand .ee 0050 0050) ,. 50. 5110 040008y 14 01 d.nW 315 315 OCR 022 022 Weld bead on 115 s average cleans! o000 1000' -. Minimum Weld to Horizontal 30nner (4 ald.d) )lypn54l FA,I Weld tie. 1 I10 Mnimuen Weld to No.lz. SeOaer (2 aided) Det no 40ta! .lens.) F9el Weal Saxe 1 710 19410015501554 Column Web (to Gaga) 0 004 In) (check of anal mpardy of web Vert assumed trough rd Margo) Midmr.n 50 k. Column Web Da Rvge) 0121 In) (ole0A d.seNNes unseats of sash, baud on kcal peak) Minimum 50 R. Column Web (to web) 0058 (n) (0leck of iwo.e4ed Near capeey) Brace Nal Section Rupture Mel 000 C.pac.1y DCR Upper Lower 8a 1m') 1 0 (lug) 063 (n) 3750 NO/ 035 000 5)160 14 01 Cap.ty demand OCR 16 41 1191 1302 '. •'. ')'. 1 '` )hpfn 3.93 30].:«51v' --ma �. ) kps/n 020 0.28`.6 Upper interlace . . Whew 294 204 44.51 0 33 033 ,shear 585 560 lava( 065 005 OCR 023 022 10ae, tnte,fac. knew 000 000 . •:'1- 6514. len. 000 000; `,: ,.;•�• l ..10)0 55hear 000 000 see. 000 000.a-,.=ZLt. i_4J. .. .. kP O CR 000 000?1 k) 65)41 5111,1. k5m k,. OK • R•5 • (ryw Ht" `OG 6'=f Frl Cot, Exe Al4b RP PER. - MCC TOG jj GRhD_CsM. T ti t SEE. TO cot- Bks, Orr-Ati Foli- n. I1.E6) Nor C1401"4p.4 WEB / (L)\ t psi+/ .Jtor a N Sfit 4eb M to Pr of Alb Pa£cAP p tovi. Tv Ay- MAT. - R. P T.- klo.51.toi, o -t 14 -ab 'rum i b TIP NOM, ttelori 3"13 11941— HOTS SECTION (4) lYi 115511 &vaS' 160 Design Sheet MAGNUSSON KLEMENC1C ASSOCIATES - ■ Structural + Civil Engineers PROJECT OF Slitm"l.E- Gt LLEZ1 SHEET LOCATION CLIENT DATE 7/3j/WO BY ?.IiK WEST- c€t - J3 coNNEe7tor( I v /S2j 'eSEIr''No(m-1/save{ 13RAC. D Frz-wnES''FoR GuSSEr Pur i -Mt a .qci, CJ t_c-owaTL OH s Nor iu o l,Ji( 91r C,I��CK z CiR S TV F.49lit,oPe RF.SOGTS CASE1 s au= 111kcos corA= 160.b1c. Vt,=111k sNe - 2.5)( - 127Icstt4 e= Mu= flue' 1604Ici 13.5" = 2l -it k Irl CASE:- 1' Au_ -)ll lc cos& +- t2'] 14- core = jO• IC \/,j=-tIIIcS1N6-7 .-irk t'MP. Wo,Sk t0.(9 k�13,- ' j o b I-)4 OvA7blirr4L.. Imo. i "P.= It lc (t) -m kW CASE- 2r, Ibo:$k sNF,tTc' be" I2sk 7") 2,4 O.b2S• • 1 1'4=123 k(i) = IZ7 KO) 3 ,9 Ksl 6,+2171 1 - bp'. 0•bvi (1 36.$ if. p.bk,K 9 ni gat, - bi5 = O •b 'u4 Go4t+M.. „. / ` I.0 f si 5- 10.e.k O IH -� VSKoA�-9. be" �`i �'dNr�Av = 0.3 16-1 bbait14 p �fltJtbl+1G = '9/2-Y14 -i. 0-bi^+G = 0.7 VSI wasic- L - - 0-44441,. . 8 id) • 1-W 1dcmo›-1nu.0. "DPSLGO FOP--turtrozARa/ (VI Arno pi OK • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT \Iern en ► .RF-INCC CA'I-1' DATE BY 61111 36.&k6VzPI�w 2..63 VIA L CL bf, bez- P8= gAlir= 10.1k Vg='/2%K„k i'A = Y124 .SX(' %4-o by ),co.CA3E O.674 `= 2,16 k -)t4 L 4 08'- k 1F7 =o = 81414(4 -vs- V, 41. 1-&ok,_, �Int0 - Vet 13s"+'Pax17..t+�Q_p�x(<3.s-'�us')_II�, - 'iggLi 1_,t-( Cr514 = 136 %1"4 0.625• 6-4 k/1ew.bis- + bX t4�`f-I�-�ItsulYaw s• = 37.5 ksl \M4 kiS ES , (76--vst 1 - 3 q.lkal 1 t o.5 <),Djxv C o.9.501(s) 7/3L 1 162 Design Sheet PROJECT SHEET MAGNUSSON KLEMENC1C --_ ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY CASE 2© mil._ t o.sk 6XI b k ►rl bb" } bb,,,, = .114 kir► tit t.., : a-0Vii4 ?gz II 1/7-)L('QL41->L0q { totes Yaz d/vU1a' 4 t e .. 772L (3.1'Y,�-3►y�) ><osc,3y" x o,�X3�"= t3.b zE.c=O=-7sk-vg-p, —b Z_F-7.0= -814k --)6 V = 22,bk 6-Cla n.' 22,12k/1,6 ‘c--1 7,`xb.b2s` e Sailk c► �7 k-»/ tirA0•61 r 23K' -x 0.62r" `' 8.3 Ys'l • —� B7 714Menor6 CJI A - µUr C IM1Ik)L. 04 KL $ - i foil Cvf lUzHT►t r LDA) \UP& wcgl. ‘[ IEL3*C7471Z/17- 4 (s(.t 1)Fi4-.a : 1.04 Csx 1. bzs" 6(5") % 01 A -C M" z 1665 is > 2 • V k 1 Weg Clzprutia t?1,- 4O44---1- 3 ("/d}`+'''+/tpl = Mg?, > z°o 14- W F..$ sivaswA CKt-1 K >ti },� y 9 -5- • t Wm- Mor ouc�z WHA --� = 1 3.4 ).3 `/ t79T qi q A9-4' P VI n Z c" 0 c> s i£ -v gP (lb Design Sheet PROJECT t of SFWrTt,C Geitegy SHEET MAGNUSSON 11 KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 6/2110 BY gt{ K We.ST 132ACALD FRAME - C3FSIK SRA Cf lu=g73k,-577 k \\.s I< Ai}l...ma L = 331 k -IN r�luistioNG } 1,.21.1-110Er t I OL*-O.ZS vo,„41(= It k. v0,st°"`o - 16.6 It - 1•21).0.640.)+ 1.2'1).0.6W+ 1.0 �. 645 +.s?Q4146 , 2S526 oLT GRot ii kr BARG F3SSL)mE (k24 1`4 At4lo Se- EturS goo- SOAR MI. TO Out srx046 d,‘, ij 2aatik-orf I1.1"x12 I6 ,q ktsbL go Lr WL. To „, Ivy 0.5-4 bit s Ii i _ S _ b k/ wxCn`%L) 10" X 6 gota" gl1>v)L To VoimvtK = 1)nu►(L.- °SEN& EIAS'nc- NV -7144 : 1.0'`'c r v4,7 VP,/ `,04: b.bigIIuT (1"0 micto S�' t=E rtaE "1),tATE • VOJ.T,Dooguf_ HE '4110010E. () I I{+i?o __ g `-t`4S11.L 11E -Lb t. c , -0.9 z' ¥S 6"t-q,cslx-Fi,— zazAL += 0. Ob" TL✓1�'PI itapTorzt-_s cJ Lo-. b6 - K I Iby- 2j"Is 3 10"_(Jo•WF)e}s T 02-k._ -1-7' 0.2.0" • Design Sheet MAGNUSSON II KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Boer" '¢D4 C t ein-n = 2x 78-6, P/04/00,4, K I ` 36.3 Yomr- o. -z. � = ti. (y. 3") = 6g 1'14 rin,=14L v' �3"-s•s�1.125")� L13,7. Rn=0.Z.(n11NT.64sv Is)xbsitlyw pc,C16x6S-0x U-2 14KeVe ,,aI.0,1b5-1Cx8.7rI117P0e0 741.6 _o•IZ" gssumE+W b 1 SR.(' Yi, =o.sI4cr Ake 169 Ks'(4- lLI.s• lcs► )2- t .s L ls a.�� kSl 3(°'114-1 oaR I'll 0.7� ��o _)bV1.$E- 0.75` (IANC tl,ArEs Eby( GTWLP *1 WE2 vtokr gvimW VI.VTao.e6 =ib Ri. osl)tG St,4sj'1c. +k m = cl/b_N - < qsr,7-46 6 lyvo, - )1itU(DE. 0) 114 Afro Sc, FOUc WEt3 PLATT Sf{F_A-R Y1 Scpv..n% l.ox o. 6z so Ksl K 7,c „�0,7S = w3 k ? 16,6 k J SMEAZ POPtvlzEi. 41z„Z tamp, q" ZkC- 341.12s1,,o.375-'-= 123 14->16.6 �� V 166 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY CAVol cg ra47-1 q s Est tot -1r BFA9zi N 6 ON Ft -4146F— 1, SOK C-A{Li14C2 off wrz.v' O.SX It, #17 Z.S VS1 :w• Q"x037S` �s=VIA 64,6_ 1' ,7 1S1 6 J x-41 Z +- (7-_-11S ' = 0.4s- ,U /tYs1 o.g 6 1-SDIfs1 N I ClfA, 117 1`%/aoti--- x o. - r z 83 k/c+ovr > =3b3 I yaour J t'n = lt"1 �/i►f 1'ReL��- o.KK" = S't Voovr ) (p r4 =36.3 I''%Rvvr- ✓ gJxk sH )11— Ft.P1-t4G € �w=Zx(.3"--si-3" )yo 7 i` % 25, C t� Z • I''t,v— 3`f q3`' rf'- ant 2x`2"-o.Sx(.1?5") xo.71_ Z,°Li iw- RnsO 7Sx(Mttile,6 b 2s.S$M )absY167t4 jt-1.OK6rkslxtoy np`� = 53-71c-, ru.wa =ZDLlL • •) • • Eccentrically Loaded Bolt Group - Elastic Method Q_ Q C _Y Ze C C - O O L() 1.0 N 1.0 "ztN 'O O r O` V N ,O O r U a co 0 O, N 'O O M O O- N "O O a Q 00 v O l O` CO "Zr O 1'- O, CO r t\ M CO O, CO 1\ CO CO O O O O r r O O p O r r • V V R • Os Os Os O, O, O O O O O O V V V Nr O O O O O O L() 00_ r 1() ao E V' CO N co 00 V 00 N N CO a 7 O O p p 7 O O p p x v v v v v v v v v v v E D U O U U U Os. a 0 0 0 0 0 0 0 0 0 0 o o A `O 'O 'O 'O `O 'O `O 'O 'O 'O `O '0 ✓ V Nt V V' V V' V V' V V 0 0 0 0 0 0 0 0 0 0 0 0 x O 0 0 0 0 0 0 0 0 0 0 O ✓ O O O O O O O O O O O O 000000000000 N In in i U') u) Lo In U') N N N N N • N N N NN N •N N r1.0t.0r t\ Ln x co V' N N V' CO CO V' N N V 00 T 1 Lo Lc) x v0 LO t\ V r - r-.. 03 N N CO V LO ,O 1\ CO U O N H r r 0 LL O, O N II a 0) L N O OD x 0 168 Eccentrically Loaded Bolt Group - Elastic Method 169 d d QQ)) Q) ▪ M N O, •7 CO I -n CO N a '0 CO N -0 CO CO ,O CO N O v7 OT M r N. -O u Os N N 0' II 0'v co O' v co O' R co O Q O 00 co a0 co 'O o0 co s cO Q co co M O O co M M 'n `n O O O u7 in in > M O M co O M M co co E tf? O Lr? O Ln 'r? O �n a Lr? o `r? O `r? o x co cocococoO 0 O 0 0 0 Ln a• L L O O o in L() Ln • v v v v v v v v cov ✓ CO ao CO CO co CO CO CO 0 0 0 0 0 0 0 0 0 u O O O O O O O O O 0 0 O O O 0 0 0 O >- +°° O` CO U 0 O, CO O, CO N x T M M M 0 0 O co co co x M O co "? O M C'? O co 0) C N N M v L) - r` CO O, 0 LL • • • "WELDGRP.xle Program Version 2.2 Job Name: ILD:GROUPANALY-SISts': Sitigl.jie‘.ElastiCMethcid fOrupttr,Z4."Total`,Welds *f: - MOF Shuttle Gallery Job Number: Subject: West BF Beam Splice Originator: BHK 1 Checker: 1 Input Data: Number of Welds, Nw = Weld #1 Weld #2 Weld #3 Weld #4 Weld Coordinates: Start End X1 (in.) Y1 (in.) X2 (in.) Y2 (in. M20.000.!,,,. - .; :. 0.00 ----.,f .`co!ogo,,,Y c..,..-30001 :'..-. . .. •'!,;•,!;101000::.•, 0l000;'.•-•, ' ',,,,,' - olOmy ':„ 7,-4;,;41:0,0G 0-.000 1"..;.... 5.000).`t":" (Of0 .1...,'. -:"; 91000 0:000-,..?:': ;...',..)•;..9i0.00...r.',.: 7-;:':;:31-0 0''..- t:::::Oopci • '.7."''' Z: ;1‘.,i',?,;14 ..2"r7Ii,.:,i"4'; ,4 ., -.::74-',44,:. 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'-.• eg ..:-, s.: . - . ,....-..,.,.• ....F-xt'.: ''',', .- :':, •••47%,"2..", - ' ' ' ':' -'--'i4:'", ::'" :..E::: '',,-, : . :'.: A'2•''''.: No. of Load Points = X -Coordinate (in.) = Y -Coordinate (in.) = Z -Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in -k) = Moment, My (in -k) = Moment, Mz (in -k) = Load Point Data: Point #1 14.0 12.0 110.0 C 8.0 co 6. >- 4.0 2.0 0.0 0.0 2.0 4.0 6.0 8.0 10.0 X - AXIS (in.) --0. `..,:.1000.0?:::: '''• 4 500 ';:5: '!",:0°: ' - , '4: ::,.1,.... ,‘',,,,. : . oz.. . J.- . r..; '...,:'.:01000A' ...,"...'0007.'i' .t>-.X41,1.4'.....!......i..-; --'000,:.-:•: 48'30.ifrr -:.k..n...1'.\1.:..1`, .." ..-.1t:;4:,....:: '. s '':.•:;..-7,---:-'.-•'-.:, . . 0005. ! ' '...•.'1,1,::::%•:•'. . .... .. t. , ' :fe-: , ;i,..:,.-... 0.00'; . .,:'1'!•,.:,:..".'' . , . ' ..;...:,..-::,:;,';':..-'.., ..,..,,,." ;•.-°,:k :.... ',' .i.":"...c.";,:5'' ''. .../7,-;..7.- ' -"°'`''''':'''''''' :7 '1', 7 t; -,..," ''' • , „:":„c?„,;,::,;.-• ':,", WELD GROUP PLOT +Z +y 2 1 1 2 Start End Mid #3 Weld #2 Weld #1 1 2 A 0 ri g n +X NOMENCLATURE 1 of 2 12.0 (continued) 8/2/2010 2:17 PM i 7 0 171 "WELDGRP.xls" Program Version 2.2 Results: Weld Grou Lw = Xc = Yc = Ix = ly = J= Properties: 14.000 0.643 4.500 182.17 12.21 194.38 Weld #1 Weld #2 Weld #3 Weld #4 in. in. in. inA3 inA3 inA3 E Loads C.G. of Weld Group: E Pz = 0.00 kips E Px = 0.00 kips Py = -8.30 kips Mx = 0.00 in -k E My = 0.00 in -k E Mz = -77.66 in -k WeIWForces ( rFw(2) 1.829 2.364 1.829 0.391 0.391 1.829 1.829 2.364 Required E70XX Weld Size: Fw(max) = Fillet (leg) = Throat (eff) = 2.364 0.159 0.113 kips/in. in. in. 2 of 2 8/2/2010 2:17 PM Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 2' 3" oc_ TLP 0-0 1"45 tam SC. SoL,-�' kr fir, ,T tP of MICE N W 1 r 6lfPl. 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Anglo 50.0 30.0 (040) VERT INTERFACE: 4.0544 RMA 22.5 22.5 (in) .0 7.4 7.4 7.4 7.4 (43341 A.. 1.1 145 (31') Lc 510 01.0 01.0 01.0 In C40430 052.5 032.3 (hip) VCCL 141.0 -1122 40.0 370 kip OCR 0.10 0.17 OC 4 1030.7 -1045.0 -205.0 270.5 lip -In UPPER PORTON: 0245.814000w 100.00 21.0 21.0 25.0 21.0n N. 15.0 15.0 (10') V0) 40.0 .40.0 -13.4 13.0 lip A2 5.8 5.0 CO) .44 7.0 7.0 7.0 7.0 In F,/4. 37511 378.8 (09) n ,7 -1.7 0,5 oA 151 in 0.6F.A,.. 605.0 585.0 Op) 0 0.5 -0.5 0.1 0.1 05105 C¢5 037.5 055.5 Old) NGL 23.0 432 44 82 dp OCR 0.10 0.10 0( /1017 42.3 427 -11.7 113 35-2 HBU 15.0 -15.4 45.0 4..0 411 Ou.4A Ow -04. Bled 00w VBU 20 -2.0 84.4 -04.040 Ave 711 7.5 (05') 4001 -103.1 1070 000.4 402.7 00-4, AO 11.1 0A (7?) F.A. 750.0 042A (Trp) LOWER PO12110 I1 0.69,*,. 2025 202.5 02) V0. 00.1 40.5 -10.5 10.5 00 (41135110 700.0 0500 Oro) r 70 7.0 7.0 7.0 In OCR 0130 010 OR O 03 0.2 -0.5 0.10514 40. 24.0 -251 -CO 8.7 011 024340 Br 1040 ma. 803 41.0 -22.2 21.5 05-1 L 0.0 B11 (n) NEIL .20.5 280 47.1 -47.3 0p 0.10 0.18 (4.) VBL -266 204 73.4 -730 100 Kw 40.1 57.5 0000 -110.5 1110 750.0 -700.4105-n Flo 134.7 00.0 Fcr 42.5 30.3 (040 CENTRAL PORTON: 0.22111 001.4 531.7 O35) Vr5.4 324 4211 470 8.7 011 DCR 0.12 0.21 OIC 4334 525 -120 -3.5 54 lip -n 1M00 -111 1.0 0.5 -0.5 011 342..4 Els. Wilt, LocAe. Llt Llb F. 9F. SF. 00 00 0.0 001a CK Lee 51.51 034 2.7 2503 CK 810 00 00 00 00 kip CK Loc. 2 2222 000 32.0 07.0 OK S0= 00 00 0.0 00I.13.n 01. 1065 31.50 123 30.1 51.0 01 Loc 4 0.07 0.21 27 430.0 CK VerOay Fa 1.01 (n) 1.42 O,) i.oe (n) 1.01 (n) 333 CK 01 01 TRW bo..d on Pad 03.0,40 19... 0.025 0.020 052E 0.020 550 5.100 2.31 233 0.04 0.02 Not In 45112L342, 107 1.00 0.40 0.45 Pp In .4.00 3.70 3.73 102 050 051 .e42.1102 2.07 2.70 0.74 072 kW D01 0.15 015 004 0.04 03 MIK. VANS 0012m2r110004..2N.td.d)(254401 FBA Weld Ws 14.e 1111.34.33.1241.111.14013.130111434 (2 4424 OA wPa40Amen) FBA WNW 323 230 arra. 50 a C.Owr. TT.6 (2 Dore) 0.037 (n) (dudt ofend .45300 440.8 V2ta..n.d Prawn of Imp) Andra 50 440 Colman 5.40 (lo 4210.) 0207 (n) (dwelt .w5 0*5 004445 or 240 band 05 lend prolt) arw.wn 50 k. 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Cada PW Mbar Gbase : Upper La.+ P1.a lard Cal ddlon 10.7521x) U. Via - 4372 kip Loa C Loa 7 OW 015 C41 FU 0.0 00 FL 44.0 04.5 3341 kp VU 0.0 0.0 CK HU 0D 0.0 vl 41A 51.0 HL 40.7 35.7 37.2 (643) RS..n 0.0 02 52.5 (dap) 30.0 (da) VERT 1717E76ACE: as (b) a 03 03 06 (17.1 10 33.0 33.0 2520 lap 0001. 51.0 402 000 030 OCR 0.00 0.25 OK M 17.1 .202 UPPER PORTON: W.M Back 5b." Lau.b 0.0 0.0 Aa OA Ort) VCU 0.0 0.0 Ad 2.3 01?) ab 70 7.0 F.A. 1500 0.0) n 0.1 41 0.5F,A 134.0 (111) 12 0.1 4.1 Ca6.5k4 202.2 No) HOU 0.0 0.0 D CR 0.00 024 CK MQ) 0.0 0.0 HBU OD 0.0 add Ons.6104 Bask 505" VBU 0.0 0.01 As. 3.0 (a') k®U 00 0.0'. AP 4.401?) F,/k5 257.0 (1a) LOWER PORION. 0.6F,JA,, 117.0(51) 513 20.4 .34.7 Camay 203.5 (ID) 451 7.0 7.0 DCR 0.00 023 OK 0 0.0 0.0 Ha 0A 4.0 Oda Bu4s5p Ma 3.3 3A L 7.4 (In) 1181. 37.0 37.0 r 0.07 On) VEIL -210 183 Ka 123.4 14131 36.0 443 Fs 13.8 Far 18.3 (k4) 4EN1RAL PORTON: Ca.41y 32.7 (N1) ad 21A 25.3 DCR 0.00 0.70 M lad 13 -1.5 Hmd 4.3 0.0 Oudot Edo. E465117 LeaCn L/1 Lao Loa 2 La 3 Los Bra lama. Lath Lac 1 Wal Lac L oa 4 0/0 F. SF, Ws 0.0 00 SIy 0D 0.0 85433 00 00 4857 035 40.21 0.03 02 143 OK 0.4 1470/ 1.08(x) OK 1.52 (0) OK Nblm® Wal b Harald emacs (4 .1d.d) i41ad) FOd 1111441 834 1 no lana. Wada Harte 865145 (2 sad) 0A no pat sae) Fad Wald 314 1 n8 llama 50 kW Cabal Pas (a lbq.) 0.002 (n) (chat of ana apace/ Ora vari.mad 0.aa1. as 5 o.) alone 50 01 Cak.an Wet la 5aq.) 0070 (0) (ch4 at Kasha assay d n.4, bead an bl pd) 1154.155 50 M Colas Web (a ab) 0.034 (0) (chock 511.0.456.4 ars coma) Brea NM 0a.9m Rads law Lamar AM ea (n) U 1.0 Ada 8.87(x0) 04663 3032 046) DCR 0.00 000 0555 Pas laid 801 Nand OA 0.0 kip / PIG Weld 150 156 (n) Bra Par 70kb1 BM Ada 1102 110.2 (11) BM bI 10 10 Dead 0,4 0.4 kp/0 Venal Fa 3101 1.55 1.02 tednad 0.00 011 drr 0.10 7.30 ma1dd.a 0.30 0.44 DCR 024 0.25 W.Id 53.d an Pa Dads( 195,44 0.001 0061 Sir 0/10 14.03 1.66 6.11 455.4 DCA Weldand on 123 a .4..1. 131 Oa,u 0.000 0.000 Ca4e57 13.52 13.02 dansd 133 228 DCR 0.14 036 6310 140.1 1.03 013 Upper alfa m,.r 0.00 0.00 latld 0.00 0.00 .ds 0.00 0.25 add 025 0.40 D CR 0.00 000 OK Lover 41584 atter 1.00 100 5544 1.63 2.00 sca 722 7.10 . add 012 824 003 031 033 00 kv d1 kp 0p/x kp/x ks m CK OK OK DK • •' • OCBF Gusset Plate Design Ude angle am eaad.Oib of been Skseaktiatuistahnoabsw 01.0 040158: .02 Pei Brsew Mb Or . 035 On) 35atderrrlb 1'0. 3 h zeal .aeras ,.dine kw drew 4OanOb rtl401en bcb era., brace b bennsbnlann d..ro mawmrn Amber al .. .-,1 504.8500 0r.aw Paperer Fr. m...+ •:+! 80 bd 00 ktl wart pbb 044/04d yes abewan 0.4441 pima abnab yl -N abb051 Baas t Clea PropewO . dr a On) 008 0.87 (0.) .6 W Barn Dep., Came. DeMh Max 8¢80.0 teem Orery Islam Layne Bram Proprba: 3e010 Sec Nem Farms Res da L . PP L,PP Czr 7met 0350.025)58.375 42 (w) 8.025 On) 0.540 (b) Oa) On) 0835 Odd) (.bl (i 02e .. nMwbe 0 bas melon pawl. Fe. ro Ekes oxen Bram web Mane. 6e X48080. ptlnl-bgalre 50.40 Y-dIntendon.5014508401 50.c. *0. b 0s0IDn5tl Mnemes Brow Compro.4s. Matlmewn Bram Tension 55 OW) 48 • Orlon Prs..bre: L..150) BtGo weld MOW L 12 (b) BIGI weld ..;,Y10 (b) L4 . 43 (b) 1. EICIPO y 7e (b) (-. ,Vie (b) t' GLC ab Yid b Web bap b rot brace ewer brave bgusset pl.la ek1 tls MW broth b bas Ones beer bran b Plat Orb Geld Her1ra1 bomb al purr Ganef h.bldabase bean Gan haat Woe bean obaal dab eddr.aa . LIMR23312.0.515C Bram Bbd Saw Una.r Lamer Bra.. Shear A. 18.752(..) 4371 kb 000 0.21 0•041 13 0071 Brag. b Guam weld DCA O....8 Teen. Yield Oram CL A. - C4 Dear CL Angle -13m YOdknona Anda 000•100+ Oman Ale Candy O 01 Brut Bled 34. Ate Aar F.A. O.BF,ti, Cenety DCR Ouse* 05•41838 Bbd Sher AW F,pa O.BF,A., Csady DCR PIM* D.O.rd Cala: an Upper- Lbw - Labor C Low7 OK FU 00 00 304.1 kb VU 000 0.25 OK HU 01 HL 42.0 (dap) Rbrn 00 7.5 48.0 (a0) 30.0 (Oro) VERT INTERFACE: 22.5 (In) 50 (M l< 2520 kb V03. 000 0.30 ON 11 220 -25.4 UPPER POR7ot: Lard 00 510) 00 .85 20.0 0.0 0.0 35.4 31.0 00 0.0 084 010 0.3 03 570 570 55.4 -760 e.0 (W) 2.3 (W) 150.3 (kW 234.0 (Id➢) 202.2 000) 000 0.35 00 30 (b4) 40 01'1 315.7 (bb) 117.0 (bb) 304.3 NO 0.50 030 004Bualdbp 4.0 (b) 007 (b) Kik 81.4 Fe 43.2 Fa 300 Ng) Capedy 1732 Orb) O 02 0.00 0.58 Barr Edea 52•8180 Lor4U40 1 /1 Lac 1 Loa 2 Lai Lop 4 Brace 8lydder Lupo. Loa 1 Lal Lac 3 Lae• L/b F. VF. n O HW MW MW 1185 MB5 00 0.0 0o 00 O.0 00 00 00 00 20.0 00 0.0 0.0 0.0 00 00 00 LOWER PORTION: va 20.4 . N 200 0( O 0.0 Hct 0.5 MCL HBL 1151 MBL OK 35.73 027 15.7 20.804 08.18 1.41 0.2 86 OK • 1.10 On) 2.33 (b) -228 200 0.0 41.8 00 427 311 01.0 400 45.7 421.0 450.1 CENTRAL PORTON: 5400 Weld MIS 400 70 3.5 0.0 00 00 332 a.0 00 00 oro 00 1.20 004 4.80 1.33 005 532 5.000441' 017 0.10 OK DCA 010 020 00 WWbseWe Peak 04•1041 Own 0.0:11 0.035 1Nna a Wad le Habadr 8858. (4 010)(101344) Fab Wad $124 1410 51445.. Weld b Lod. Mbar (t 410440 (1.4 a mar ape.) MbWeld 5120 1 /10 NHm.50 W Ca4rn Web (b 150100 0.001 (b) (dra31401401004 ya0w.b Vrl.rn.d emsrd. 041504.) 40040 a 501.1 Cabman Web (b Rua* 0.051 (b) (deck al 40144heer capacity 4045, based an 5405 mit) 11104044 50 kW Column Web (.o ebb) 0.025 (In) (dse8 of to-010.leercapody) Beam PIM. Wald els Dried PIG Weld Boas Plewa Tie:kn 5 BMA.W 800 M V Oernerd Upper La. 00 (505 1.0 8x1 (Inj 385.2 dee 0.00 0.00 00 Lear Mahar Ahem 1.85 8014 378 00 0.1111b In aster 7.40 the 1110 (In) aretl 18.11 000 0.44 Sb. 5450 one Carly 1307 13.07 am.d 110 1.33 OCA 0.00 0.10 WW Lard .,155. 4000e Oa 5)... 0.a03 0.000 OCA 13.02 13.02 1.04 1.00 0.11 012 Upper bear8w New 6014 anew andel O CR 000 000 000 000 000 150.7 10 0.5 130.7 pip) 10 0.5 1,. / "n 000 0.011 000 moo 000 1.05 302 7]D 1505 0.45 b kb W eb kb/.. kb/b u 44 0( OK OK 0' 178 50 40 30 10 -10 10 20 30 40 50 • -10 -30 40 30 LIMR23312.0.515C Bram Bbd Saw Una.r Lamer Bra.. Shear A. 18.752(..) 4371 kb 000 0.21 0•041 13 0071 Brag. b Guam weld DCA O....8 Teen. Yield Oram CL A. - C4 Dear CL Angle -13m YOdknona Anda 000•100+ Oman Ale Candy O 01 Brut Bled 34. Ate Aar F.A. O.BF,ti, Cenety DCR Ouse* 05•41838 Bbd Sher AW F,pa O.BF,A., Csady DCR PIM* D.O.rd Cala: an Upper- Lbw - Labor C Low7 OK FU 00 00 304.1 kb VU 000 0.25 OK HU 01 HL 42.0 (dap) Rbrn 00 7.5 48.0 (a0) 30.0 (Oro) VERT INTERFACE: 22.5 (In) 50 (M l< 2520 kb V03. 000 0.30 ON 11 220 -25.4 UPPER POR7ot: Lard 00 510) 00 .85 20.0 0.0 0.0 35.4 31.0 00 0.0 084 010 0.3 03 570 570 55.4 -760 e.0 (W) 2.3 (W) 150.3 (kW 234.0 (Id➢) 202.2 000) 000 0.35 00 30 (b4) 40 01'1 315.7 (bb) 117.0 (bb) 304.3 NO 0.50 030 004Bualdbp 4.0 (b) 007 (b) Kik 81.4 Fe 43.2 Fa 300 Ng) Capedy 1732 Orb) O 02 0.00 0.58 Barr Edea 52•8180 Lor4U40 1 /1 Lac 1 Loa 2 Lai Lop 4 Brace 8lydder Lupo. Loa 1 Lal Lac 3 Lae• L/b F. VF. n O HW MW MW 1185 MB5 00 0.0 0o 00 O.0 00 00 00 00 20.0 00 0.0 0.0 0.0 00 00 00 LOWER PORTION: va 20.4 . N 200 0( O 0.0 Hct 0.5 MCL HBL 1151 MBL OK 35.73 027 15.7 20.804 08.18 1.41 0.2 86 OK • 1.10 On) 2.33 (b) -228 200 0.0 41.8 00 427 311 01.0 400 45.7 421.0 450.1 CENTRAL PORTON: 5400 Weld MIS 400 70 3.5 0.0 00 00 332 a.0 00 00 oro 00 1.20 004 4.80 1.33 005 532 5.000441' 017 0.10 OK DCA 010 020 00 WWbseWe Peak 04•1041 Own 0.0:11 0.035 1Nna a Wad le Habadr 8858. (4 010)(101344) Fab Wad $124 1410 51445.. Weld b Lod. Mbar (t 410440 (1.4 a mar ape.) MbWeld 5120 1 /10 NHm.50 W Ca4rn Web (b 150100 0.001 (b) (dra31401401004 ya0w.b Vrl.rn.d emsrd. 041504.) 40040 a 501.1 Cabman Web (b Rua* 0.051 (b) (deck al 40144heer capacity 4045, based an 5405 mit) 11104044 50 kW Column Web (.o ebb) 0.025 (In) (dse8 of to-010.leercapody) Beam PIM. Wald els Dried PIG Weld Boas Plewa Tie:kn 5 BMA.W 800 M V Oernerd Upper La. 00 (505 1.0 8x1 (Inj 385.2 dee 0.00 0.00 00 Lear Mahar Ahem 1.85 8014 378 00 0.1111b In aster 7.40 the 1110 (In) aretl 18.11 000 0.44 Sb. 5450 one Carly 1307 13.07 am.d 110 1.33 OCA 0.00 0.10 WW Lard .,155. 4000e Oa 5)... 0.a03 0.000 OCA 13.02 13.02 1.04 1.00 0.11 012 Upper bear8w New 6014 anew andel O CR 000 000 000 000 000 150.7 10 0.5 130.7 pip) 10 0.5 1,. / "n 000 0.011 000 moo 000 1.05 302 7]D 1505 0.45 b kb W eb kb/.. kb/b u 44 0( OK OK 0' 178 179 /Jar) 9" kiuc4Nl • v • OCBF Gusset Plate Design ..to Uriq Pan had•doed Orn w..al ID: LABBffi P 5*5 m Vr 1.13rdd &o 056 Ca(lo) 5115..dr min (k) .e•n50• M roll KokoNr s as aeani r.actlon Kon boamk kmm aeras.. mim.an bn.pa 56 ne56..n dankly d cso*pap56 Once Gomel PnaperOaca F...... '(' • kal F. Pes• , Z00 led wear plot aea9ad *1d starch valet plea uWnata yl.11 aaae6l Beam / Colonel Properties: Bean Oath C•Aan Depth Mu 5cn.O bran gm* ..aSnn dky. 14 (k) 4646 007 (56) Vat.. MISM Ob rsYron Oren eeciton wow.. F,,.,,1., 50 (ed) Bac. Wm6. Brace rat 04601. a Bram xsn.wp•1.wk*5590W Bram Y4.rvb. p441056 500'4 Bram snub lo ha30d Won= Baca oraresann 526 Uppr Brom P5.Prtia.: 0a50 ffiM Sep Nan H000.025101.375 F.kam 42 (146) blame 5.025 On) they 0.340(56) L.. PP - (k) 1..„ PI. I�', � .(iTI) 17 0072 OW) C riles = (.•... Rb) T ma ..1...5(556) Mkbnun Brava Tendon Laver Brom SOD ID SOC Nem 05 312 7 03 05.5 F.1ro 42 (Od) Llirr 12.75 On) oho 0.406(0) Leh PPp.) let. PP (56) 13 1.030 Dad) C my 12610 (Idp) 7 mai of ' 10 6dp) Moreno. n Kam 50 0 amn mho'.. F.. - 56 (led) Bio 201116 Brew aataiWaaa e nen, pertwon Bram xa+ld &a. Y -Oorneko. POO• k paled Brace snob 56 303010 BC09euion 2071.71Baal 1 1 Maianun &a. Tension 133.106 PramiNtes: La. 12 (56) B(Gu weld :eRe (1.) L.. '07(5) MG) weld ' Sne On) La 77 (b) La, '20 (k) La .32 (b) t..or '40110 (W) GtC weld - ' 5(1 (56) Wald lalptr to upper Oro other bran to 011..0 PKK raid® Wok bdl• 5610.r Keo bow bray 56 how. Maks weld da 11o.3060 Wroth demo* Gnarl I•a1W4.Ball barn Guava Pai0li baler beset have Oslo 34aa•es. 5.me6p1.56 56 column neki ohm Bram Block Maur L010 Lor Rs OewW COeY.tim Bram Slaw Ar 180 31.62 00) 100.7 UponC UcpaT IlonaC C411•010 4372 825] 0'b) Loom C Lemma Lamar T Loom C CCR 0.14 0.30 OK R/ 00.0 -00.0 00.0 -00.0 /56 R. -251.0 2510 25113 -251.0 kin Bram to O044410.11 Canary 534.1 473.3 pip) VU 478 -47.0 47.6 470 kb OCA 010 0.53 06 HU 352 -302 352 362 kb VL -2152 2152 2152 -215.2 kb Oraesl Twain. VINO HI. -120.1 1201 120.1 420.1 kb (306.1 CLA/d.-C14 372 31.0(5.0) RO.a.. OD 12 0 12 0a.M 4 Are1. - &n 52.5 50.0 (des) V.IiKa.. Amb 30.0 30.0(dog) VERT INTERFACE: Cana WM, 22.5 32.4 (56) on 0.3 03 03 0.3 Go* Ar 14.1 20.2 (01j L0 050 06.0 06.0 500 In C.prSy 032.3 010.7 (kb) VCO. 203.0 4042 -107.4 1002 0/ OCR 0.00 520 OK 31 66.1 45.5 40.1 55.7 lap56 UPPER PORTION: Om.o* Block Wow Laken 10.0 100 10.0 190 In A. 150 21.3 (0.f) 1/C31 700 -772 48.0 430 kb Aa 50 6.4 (kr) Wm 7.0 7.0 7.0 70 In FhA. 575.6 543.0 (kip) n 0.1 -al 0.1 o.1 kb /II 0.6F.A., 5030 620.6 (Up) a 0.1 4.1 00 00 kip/ In CapaSy 055.5 035.0 (16) ICU 1.7 •1.7 •1 t 1.1 Id DCR 000 027 OK MCU 2.2 462 •1.4 1.4 kb -56 HOU 340 -340 37.3 373 kb O.ao*04es.6184 Block Mew VBU -20.1 20.4 00.6 40.4 kb 71r 7.5 10.0 (1.1s) YBU 446.3 0532 1060.1 ..10753 Icb-k Ad 11.1 143 (0.1) F.A. 719D 6323 (kb) LOWER PORTION: 0.67.A. 2025 414.4 (10) 00. 120.5 -130.1 42.4 60.030 Capacky 706.6 038.3 (516) obi 70 7.0 7.0 7.0 In DCR 006 027 OK 0 0.0 00 no 00 k05 HQ 2.0 -2.0 -0.3 13 (p Oa.es4Bud5.5 5647 10.5 -100 -0.7 0.5 kb -56 L 7.4 140 (k) HBL .127.1 127.1 127.5 -127.0 kip ✓ 0.16 0.16 (k) VIN. 451 65.1 132.6 -133.4 ley KW 403 00.5 M& -262.4 274.3 033.7 4410 lip- in F. 117.5 205 Fa 410 240 (10) CENTRAL PORTION: Camay 587D 406.1 Ba) %Iia 50.7 46.0 30.1 330 pp D CR 0.11 0.55 OK kbdd 09 -0.5 40 0.0 ND -in 56340 -0.4 0.4 02 -0.2 kb Oa Edna 67.11aly Lamson 1(1 I. /6 F. 07. SF. o0 00 00 0.0 kb OK La 1 1020 0.03 0.2 020 CK 575 00 00 00 OD kb OK Lal 1237 025 200 2272 OK 50.132 00 00 00 On 30•0. OK La 3 37.13 0.60 203 24.0 04 Lao 10.70 0.30 02 37.705 Yw0e. Fa Bras eloddr Length La1 Lal Loci Lao 1.52 (b) 5.61 (k) 1.52 (11) 202 (k) 0..r 4.05 407 2.56 2.50 kWh 009ak 013 0.13 000 00514.1 01 Wear 0.46 0.50 4.12 400 bo OK 00*p.4. 020 0.20 0.13 0.13 kat ON DCA 0.25 0.25 0.16 0.16 OK OK 40411 bard on P..0. O.mrd .9,ra 0.031 0.031 0.031 0031 r.4 50. 5710 5710 6716 5710 C. i7 1603 1303 1300 13.06 ROI In demand 405 407 2.56 2.50 (90(6. O CA 029 020 015 0.15 04 w.11 Owed on 125 a anaraaa ocaucad 17h.a. 0.000 0003 0900 0.003 we Capaaly 13.02 13.02 1302 13.02 lip / In demand 5.00 506 322 320 Min /In OCR 030 037 023 0.23 OK M56komo Weld to Nerd5ld OeBa.r (4ald.d) IVploali Piet W.11 sloe 1 no 000r0re W.46 56 Has eti6ar(2 alem)(1L. on Barest above) FFM W.11 Ma 2710 Masao daaY 50 W Colman Web (b 005.) 0003 (k) (slack of ado aptly drab V.d.nunad 045.4610. Dap) illbalann 500lC60 MK (16 Sava) 0.157(56) (duck of 56dl.laa openly dada. hand on local ark) Minus 50 560 Coban Web (b web) 0.075 (k) (6,.ck 0104-4101.1 .Iver 0a.c0y) Bra. Not 6.o 0. R.wb.. Anal Lkaer Lor 0.5 17.2 (y.01 U 10 1.0 AOR 655 17.20 On) Ca9.o07 371.8 745.3 (Lb) upper Isolate Talar 126 1.20 1.35 1.38 kip/ 1. Tall 0.41 041 12.47 12.42 Pp/b War 205 2.05 2.21 221 lot sand 10.20 10.34 10.00 10.67 kai DCR 024 0.24 045 0.45 OK O CR 0.10 0.08 OK Lar Onr0es Orr 471 4.71 4.73 1.74 kb/0 Beam R0.Wdd Nes Kahl 5.50 541 12.00 12.00 kip 156 D rnad 3.1 3.1 Np1In allow 7.53 7.53 7.55 7.58561 P(G weld 1(15 1715 p.) sad 500 8.00 20.17 2031 lel Bea PKK llackna.. BM 46al 370 37.6 000) BM d 10 10 V Orrlrr6 1.6 1.5 00 ( 0. OCR 035 0.35 063 0.54 OK 180 } OCBF Gusset Plate Design o, o ) 0vv oroo p. loop, O..., al boon On.. ID: 075 Brea Mn Ck-070(ta) Shaw min ads 25961 n3ucbn fact. doer 4k.* r.bcfen tacks ninon. bra. b b.0Ntabnn donna naamen 0maidr al. yr' bboom d Oe.. Propel. Fr .r.• xt,nt 5y F. • 05 pool 042 ..3.0 ybld Mang. go* M o1b050, lel..b..vb Bee 7 Calmmn P.c.e14•: a,. • a« (0) d.., 0.07 () Vee. fT k0, Bran COOP Cha... D4•2 My facbred born p.Wy...cen 3. ID &.a WA: 3.4 Non 14531275%0.5 42 (a) F. s.. e. (a) Eye 12.75 On) Boo 511601 lye 0.405 () Boo. sal 800n.v 4, PP % • () B..a%bn.l.an. poY6441o.r1 Ly, PP ;1)' () Bn4•ran.n.bl. 4507701 point 19 0020(1.0) 130a4•p. bkofto. C may yt O.p) Mml..n Bre CpepewM1 Toe 7,.16 L.. M....n &e 21100b, rab.ra b b.a.s0on wow.. 47.4 Maim PanoNn: 1.,, -17 (k) BtGu weld .'6/16 (n) 1 -..On) BIGweld (n) L. •n '4,4B6 (R)la, ' 1a0, 011)Lo () '^alio () GtC weld >•:'6110 181 Llentatalcianata P725604.. a0xa.: B re Block Mao Up.. Lod. P104 Domed C.100015. Ono. star Are. 31.6 ('I UR.7 Upp.0 CPcq 0253 KR Loom- Low.- DCR 073 000 OK FU 111.0 .111.0 FL 0.0 0.0 B ram to 0..1 Wald (.chy 473.3 kb 00 41.6 411.6 : - ' : 60, DCA 0.23 000 OK NU 75.1 -731 k0, VL 00 00 -:- k0, �_:: o4•.trrar2ld w oro oro ; ; � W °mor a Mop • Col 420 (4•5) Ro... 00 0e.t CLAryP.. Bm 47.4 (OM) 11311bm.a. Anule 30.0 ORI) VERT INTERFACE: 0w..t116017 32.4 () 4• 03 03 0/04•1 Amo 102 (s) Lc 30.4 314 b CPcey 723.3 50, 51301. 31.0 4116 60, OCR 0.15 0.00 OK M 27.4 { NPR UPPER PORTON. °mel Book OMo 10..0 30.0 30.0 .. b AO, 17.0 (k) VCU 300 4100 5 AP 0.7 (0,r) .b. 0.2 02. 2 F,A. 434.7 0.) n 0.2 ..2 . 60,10 0.61/`. 553.0 (tap) 72 O.2 02 . 578 C2adry 740.0 005) NOI 0.1 01 RP OCR 0.15 055 OK MCU 262 -202: I 10P -b NW 700 -73.0. 60, 0.4.40..411.16 Block Mao 460 13 -17 60, A.. 6.5 (6) Mau 0.0 00 k. -b N. 14.2 Ur) FA. 021.0 (tap) LOWER PORTION) 0.6F/.. 331.0 pap) VQ. 0.0 0.0 57 Cum* 502.0 005) .b 0.2 0.2 { In DCR 013 0.00 O( 0 02 .02 kip 7b 770. 00 0.0 '. ldp O.Ool Backlog MCL 00 0.0 ".+. Op -N L 15.5 (b) NAL 0.0 0.0 kb kb odO s VEX az a.3 Kw 131.7 WBL 00 0.0 ::*.' �'._.. NP -b F. 10.5 F0 140 (kb) CORRAL PORTION: CPdly 234.4 OW) V.44 12 12 . kb DCR 0.02 000 OK Nmol 00 00 )'.: 50, w 50, a Ib..ld 0.1 01 {-,' k0,•n Boo. Edge Ob1683 L.4001 L71 118 F. 0F. 3F. 00 00 L ac 1 32.07 0.55 0.4 33.3 OK Sly 00 00 La 2 3503 0.55 01 237 CIL 3240 00 0.0 Lai L0. 4 B race 50p441d. L.4•& L.1 Lap2 Lac 3 Loa• V..1011700 Mao 120r.perk 2.00(n) OK Woo 1.40 (Ln) OK 4254.25 0.35 0.35 DCA 031 021 WOK Mond m Polk 02 021 73.2 0.055 0.000 25 tap kb -b 2.00 205. 00,70 015 0.15 �'.:. , Np70. 037 5.37 101 OK 811r1...e veld b 112mrar ONb.(4(4 .Med) (Ly.kq F11t10410 1 n0 56ro.0. Wald 211.x5.Mbar (2 .lded) Da ..o gum* &ovai FIM Veld Sin 1 AO turd... 50 W Colson Mob (b oro.) 0.000(4.) (chock of 4•Y ap.ri7 of ord. Vol asavad toot... a15t0s) Mann= 50 WC... Ie6(2 Or..) (deck t aW.tO. apody acro, be0 on 025 pork) YYbm 30 k. Cekann Mob Do womb) (cocka/52-.k.d ear capacity) 0.103 (b) 0.030 (b) rad oto 11/0 Nie ` b C.Pey 14.04 54.04:-_: 11t. Splb drone 200 2.60 ,; :" 65.70 D OR 0.10 0.10 OK V2ld hared an 123 a poop 19rn 0.000 0.000c:+1": -. j, ran Gawk, 13.02 13.02 `;%J ; I1p7b O.no* 330 3.36::.-{•� Nall 000 024 024 '- "t : '.. OK Upper k.lr5a 0,M. 2.05 2.05 {rC ';`.�;:- :'-:" 50,70 Bram N23.ptbn Rapt.. Upp. Low. fad. 0.04 0.01kb7.. Ant 17.3 (b) ono. 5.30 5.30:1 � ;'-' 'i:%�: kV U 1.0 sada! 0.00 ODD;>,,'+("" •; 5r A. 5 1722 (o') OCR 021 021 :'" '•: OK Cop 117 753.4 (50,) DOR 0.15 0.00 06 win, ~we Mm.. 0.00 0.00 I. v Ibin foil 0.00 0.00 �((•:::i, ..: =",, bpi ': J':: ::::: ..: 'e4•. .1145 000 000 6t .Wal 000 0.00 y::il..:...,: a D OR 0.00 0.55 r. OK OK OK OK • • r 4. c-1, t r SVIACIT + 4- I 4. - I+ + SECTION 14Sca:15C<o- fs BM. 182 0 0 0 N 183 • SAP 0 v14.2.0 - File:10_07_08_East Braced Frame - 3-D View - Kip, inUnits • 0 0 0 Ofg FAST BMW) FRAME co Senor( 1E5'1 Gt4 1-oRcES (I.2}01SDS 1L€ .olt-oLS SAP2000 v14.2.0 - File:10_07_25_MOF Shuttle Gallery Lateral Model_Staged_modified East El _lobby BF - 3-D View - Kip, in, F Units 184 N O l!7 co 185 .0 L.L. 0 L J Q U E a) 0 LI- .0 LL L O I W co W v I• 0 rn (Oi a) 0 0 Es a) to -J 0) To a) L LL 0 I N ti OI O Design Sheet •i PROJECT MoF SNOTT►.E- GgU,EZ MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural 4. Civil Engineers SHEET LOCATION CLIENT DATE 8/5110 BY K 1ST BRActD FrovrnE-- 16. 16 t los k 8o}m Fogce_s eruce o rt oro ; p„a t.S0.5""k tit* + 70.24 To= 65 k -u{ kt= ett9 k-»1 kit 3 - b3b Ir -1N Coyli ol( t outs 16E- OF "fl(E. ScdPF_ OF ittSc.3b0-OS SV kZ 'PES- ° WAITS OF wPPu►-Lry� it WOOi1)E SI1FFk-t ER -S 4T- gmcf CHT - ZurttS 'To EMS -UR -XL L'Oerb 5ngNSFF42 ALAN PC v c r Loc41-- FA -1w ops NAM TO gym, 14E1.4) L = 10-{14.0, = 11Tf 5"1. 1.16= 3b.11" Xty 3,1 i.16 1 x= l%rs►Nf -046 i 31_ =0.uL Iosk 1.1 SuKP bgkcu - 1:;;;6.41 511E -1R- YI F -Lb L I't G (Vv rte- .14 G ) la Not Kt/Nero-6 FAQ - L�. = l - /r"/o.aw•) o . q 3 < 7" 1 Fl— 1A/EL.) 186 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES • Structural + Civil Engineers LOCATION CLIENT DATE BY 187 V1 A-1 BEAwk S ►CE. So. 5 <Fa= 3 b'i VS1 63614- n{ l b . 3l?>�3 2O.o7 v_sl 65 k I►� a2xd5"x2. b"= 7..19W1 cr. _ x O Ali- cg tcri , PoaN1 AT lee' Of 1364/vt icsot 3.b4 Us'1) (o.965" = II- 03 viol co. z.ttimi-c'4bS"t l.O21(/u. ,r„- O.bvo,6x7oICSIA-o• S"= t2.bk/iir >}l.0SIi/uy J -vv.POV► 3/8" -J P • • v F / �oFltTOM :snFp i -Vt,rn+ - en1i sl or AS RELth Fog. rocE- CL IL / / / rli> vibe (31N o° Gr BReciE._ 551ax3(0 Mil). Kil -cs.}� 4j\ '--: .-/)Z sr s- -6/ I , corl 1Z*c W¢- TO Toir:iT-R lt4W. 1,1-rtTE_ bl'si fffogY NVESSAfer FOR WELD S*aw►(. 40 to IUC? GRoOI(b SMOo'rt4 uPoPD CPQ[ teo or 14t.oito, 188 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers ■ PROJECT /OF ' {UTT1 E.. GAY SHEET LOCATION CLIENT DATE (g/7(to BY _13i4K. E B$T g PCED F Aril - t 1 Tr' t 3bk(Z__/ 341c tNACE 1•Er SECTION �ISPWP.E ft i0.6047 -2.x0.3(49 -. = q q tNz - 0.73 NI" �F = V AKS 7.2 �e / 41),p4s 0:15x S'6 lap( 7.2pit : 3131,-) pp ✓ BRACE tweAL SHEAct 1zurivg ►6.7 lNz c117„ o. xx o.6 x w1),, Las k > P„, ✓ Tu4T-E 8LocK. SHEfrle_ 1WFTURc: /yqv (1nJ a Lr 12.~xO.7S%' = 1(/ 114L AA- +%* o.- (0.6x9, lex It u42-4- L.O (-7.4-1►t)-) = 770k, Q� ✓ TronLe ,l L o.q xsu taix o,7s4t- 1 o" = 337 k p� ✓ tivcce.- pulTrz- W 61,14 . Ili O.fsc o.6' 7T1 ksix o.2S`x 12' = 1103 k-y�-v • Design Sheet ./ PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY CNr-c'-Kc Ent ¢. (S .3bo Sic kt — • E 4;f217. 4r,1- VS -570-0-814/03(14 = c2,q*4z tcSlY0 3Licr m_ 5Z:7 115 =0. AI -Agar! „Noltex art cS F7 cat, 1.0- 0.300f0) z o+qb sr/0-o.J3Itrio Jto4-o 6 _ IZfs k P„ 190 III T-30% lks3 logo is I4T ES , Goer WE_ Rzokt, 51S30i 191 • <�t' • Rt. ACMA ¶b tvrtc1-4 Inar►F.o"F._IL OF VOCE . 6 Zi 4 Ms* Ta v. • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT mor slim -az &mo SHEET LOCATION WENT DATE WEVib BY INK EST eEU FRtw-J% REPO-tol1S fix = t'45•9 k F-Y=t3t•'{k Ft= .134k- tlo . G 1 ?.'mrc= t97 k gsSom . wog powr ugs kr tap or- ease_ T AKCioIZ IzoDS - = q 27 s vigor, �/ 45=6 k+31•14 c krr - 14 3 lyrioo 1'ly Ftssy 6114o5 gas P6,1.2z 14, t: 1C -3k - IS.bZ1�1 biz I41 oas x IZS kSi F.�f : I.3xO�sx 12� Itsl - o7sxo y�lzsl,51 IS•b2 kat = O•7SA S7 -31a' ig,7-L IMt= 75'tif oo > per►1 Ef)St-._ `NATE_ UPLW1 323 >:st tale -0.9,4041x t°6 --±L-11=113 4-lrk>IL,f Com Sstorl L-2.3.5".‘ 1j4 k �a�i 0.64L�1 Y 1 I"L = n' ✓ -4 pr-0OiDE. (q) 11,t1.416 Flss'( 614 05- 1zol) S --1>1140)1s€ (" t?4 U Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY 193 rpumnnk To j3RS'I 1) LATE, WP- ,D Lo = 2trr = a l .'4 n 4C -Or -t-31-9 Ips a pi 1.3R24-bAzrvi_mit5- B.K tyik> R(CE_To Cou,mrl Wail) L. = t rrKo, s tai" (AwS p(.l k4 = xty+3\z+-y L = 6.25 X.‘ L61,4 19.b = 1•S Y=a�(3 -1t 2,1t 1.23.`1 -10700 3/6 Flu-Ef kiELD • • • g G r _ grron SEE- W� lop oR 63 — cut. P► - ;o mwrcN htt L Dicefilfra of "A-' Low. tiAL- 194 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Shucturol + Civil Engineers PROJECT MPF SHUTTLE G ILLE1-Y SHEET LOCATION CLIENT DATE spill° BY Q 1K EAST ?RACED Ffw1E - 4it VEACT 0KS Fx = t 60 k F-t3ok i-No14,-11rk ASSOME ( 4-72 Yi WORK poIHr (CcoRS AT To OF 'BASE PLATE Attu orz 1zoi)S 71e/tT ToP BASE, 1>uaTE. MCHOR RODS ¶ ESls i 1F.,t151o4 )1011 --BOTTOM, BASE, pt qTF, 6-14C4o2 Robs E 4&V & D • -ljt)E_To JkomElt.T, Arfb stiRmiz. its k &O kx it 30 k- 12" _ 6 k O = + i9.„x Z 75,3 til la 60K+301( 6 = is Vriov DKul F15 -s1 G►uos .41-w OR V, `;;=12:3...lel xo.794 as- 10_ 0 7SX I7'ncSl k 11.3 VI 911ks t Q7Fn„ O.7$ka �x f ZS Ksl 12,01 :›5 To fzulsr Tf=M5.1oN ApAtnos TF_tme f l02_141- 1 Zn-- (1)F,}'Ib = '83 _t ki¢oa > 47 , k fizdtb. Tel) 'BASE %FITE_ SlioRT-DIfz nor(: Vo= 3o k Au=)�kIts 4V,:I.0xO.6c)ICSLxI6�t :ys50k?v,J _1 �mn. o.Rxso 1":16-2-7, cps > 01, Log G-DEerteiot1 $ ASTOME HopzyNri-t MGnoi 7140(4-`-A .A • ->pgmbE_ (6) i/'t"4 Fir'( GR. lor Robs A X 0 103 • Pjtzgen Y lv 1 ,-r -L., 1416 . "PeouIDE._ Design Sheet •I PROJECT SHEET • MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY EASE_ Tv . -Ia 1'L1-1 alto vt.5 WELDS Vo=30k ?u= 2b.6 k (DivraievT£ UPL FT 4eL"(ZnlrfG ;a j2o.t7itvI° 004) 1.2.s-,4(2.1.2:.611-43:2y11l -3•Z�i,. 1.3S Zx StkrertHi1IS > •�� -Tap 12449E- 14-41� -PL-1,h,2, F b pL3 Vv = 3°Vy = 7.S4c 7.Sk1 L 4"/ = 2. 7'I'( L 161FTS) -•b vYeE 1/yti FILLET wrL 6 --gyp ou y#' FiLiEr ilu,a-z, PO) i1.3 °� sloe qS ctoTit,& Rs f-QvI;rJ mac, k01u2 1rWtt - artily -1-10)4 J u f1 7a 'f3orlvw. PAS" 'PLATT, 4 31 ►c I-ASSAM_ `'- c twit T slc q'toas• = 2 311 lrwxn 7- Fip = ' 17.11iC1 (o s -160- 3114- 0-4 1k 0.4 : oar` = u.bKSt 10. -fir 17.1161+114K) t Z.3 us, Glkcb 161 o.4xn FS! ) 2 196 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 197 TL4 R1 -4, 1)1-S 3o c CrNi = = Ie -s1 �d�o.7s• 3o It, =Io.t1-51 (fG = - 7-314-51 Ib"0•7s° t' . J s -1-T ot-,, Vol- MITES 5 Gr i -trtapq al( J 1.I) PLZ , ri-ND ?L-- •To ger yJksrz 1'litri _ WE -L -S 414= 2.31(StxO.7s"= 1.% Via 1-1,11111(-S1 J(c),-75-"= It.q k/u4 tis(.o,-7r` 3.S vim QQFJw-_ (441.)11" .)` = 16.S v -/or (� n nn 11t Z Tquv' 1/2-x: (PAtf bi - F tvti 4- J (1'c- Co +ta,1 /kw& = 1. zf., > 1.2 5 b S ivoi 01 1,/,,4 Co 6.39 '-/nt 1.75 t/f f py I t41 PL-? RASIS r IT. -ni i4M-b of Pt_z 13-11`/tH ?/y` •PUS • ---OpRouNE_ CAP 4-1- FEZ --� Pao✓laeL y2-" Frau 4 pL4f(PL • Design Sheet • PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT Pu{ VI -S To aot me_ rL wel-bS 1-,5" ksKoarr = 1.9 Vol #ppb_ 10.1aVSIv.Oar $.1 v/W t a = Z.3 le -SI c 0.75` = 1•‘ k/int Ecn1bak, 13A1 E.- 1 ic-DEs101.4 RS M4TIu9 J S1)?pol( Ar 'P11113 qrtb Pt.1/Pt.3: > - I►s IL + 601(101: 3 19" M12- V{ lc -P.1 -- 76.114- ✓ cdl,.p.gKcvt<si� 1-1 5Sb k -p4 po P� Ilrk 3okx 12" _ gZk / ' Mu = 19s &-I4 o,gksokst,15""I-s''` z 633 -►►�>IM/✓ CHECK gHCHors_ izsTb t3W.ItG DATE BY —A).-pIovlbIL C ? itr-- /TLs- 76240 X X 137e k 237s- - $ goulbm._ tyt" PU3TE L2.s" 4'r,,- o.75 MINV1.1.4.1,c"-o.s-4.1,56").c ►.S"x6S ksl 2.��1.25 +c1.S`.tbS Ist1 1 151 IL > Vv .901y6 Isy/ton BRACES Tb TDP WISE PLAN. WELD 32" 6010- 3o k dr +A- lag L S. 6 Vin S!k:H 4a z 1.311_ z 1,251x1:2 7KS —RaUIDE. 3/s" F1ti. r w> 198 199 \ 1D! FASB PL t gor RN's r p►S 6 r 11' • S8-4/ 0 0 Z de') goi SAS NOM 13i0N Med I 5 SUN ti GroWall 4o rat „Z -,Z I II 11 11 1 9 WAS 1/5o It- 21•51A-383141_ MOMS aNl159t4ci. /I (M,) MAGNUSSON KLEMENCIC ASSOCIATES B 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.5 TASK 5: DESIGN THE BUILDING COLUMNS The columns not designed as part of the lateral load -resisting system are designed for the effects of component and cladding wind loads. Additionally, columns designed as part of the lateral load -resisting system are checked for the effects of these loads. All analyses include both the P -A and p-6 effects on the building columns. The following pages contain: • Analysis of the North building elevation for wind loading • Analysis of the East building elevation for wind loading • Design of a typical building column • Design of a typical East elevation pipe column • Verification of the braced frame columns • Building plan showing column sizes Structural Calculations Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 201 Design Sheet PROJECT MoF CIPTTL . GALL.E1Z1 SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 6/I5/10 By 'BK 202 "fYPIcRL EXTnR-Io, COwMN L u,y 581- tO" 1,0a = ll. -0" E- Gan" MM. COLUMNS A' WEAC—A1 VIDICAiL MUSS RFACROti 'pm:. 37.3k 5.Ok ?`35.214 .pw= is 4RP5-Fx 164314111= 3.09 k 6b• Ste- An -WE -4E15 A+ikySiS FOR MJ- 14ORr4 ELEVA-Po►.( 414A YY1S 7NA-T l,4cwAE1 EFFE e,TS of GIRT' HNt, 924cfj R2MLE- oN OVIES.19L , peiovil og, • • • • •• N c LL C d O >- X X E 0 0 0 a) x LL 0 U a Ll O N O O O N a 203 0£' Le* • 204 • tn c lL c • Y O w 0 0 J C_ O C 7 O 0 O X w U .Q H 0) LL O N > O • 0 O •' 0 0 0 4W1:1C cn It 00 00 my OK° 00' SAP2000 v14.2.0 - File:Typical Exterior Column - Joint Loads (LIVE) - Kip, in, F Units 205 206 r SAP 0 v14.2.0 - File:Typical Exterior Column - Joint Loads (SNOW) - Ki in, F Units 0 V) • 0),1:41 SAP2000 v14.2.0 - File:Typical Exterior Column - Frame Span Loads (WIND) (As Defined) - Ib, ft, F Units 207 0 0 0 illicv 4 cn .o t 208 • 6), 0 0 0 0 OR 209 210 (1.2D+1.6W+1.0L+0.5S) - Kip, in, F Units • Moment 2-2 Diagram c E z 0 0 0 •c (1) x w �a 0 > 1- LL O (Ni Na0 a 0 n 0 0 0 tn SAP2000 v14.2.0 - File:Typical Exterior Column - Steel P -M Interaction Ratios (AISC360-05/IBC2006) - Ib, ft, F Units 211 212 SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL Units : Kip, in, F Frame : 1 Length: 695.580 Loc : 360.000 Provision: LRFD D/C Limit=0.950 AlphaPr/Py=0.048 PhiB=0.900 PhiS=0.900 A=31.100 3=7.480 E=29000.000 RLLF=1.000 SECTION X Mid: 998.720 Y Mid: 0.000 Z Mid: 347.790 CHECK (Summary for Combo and Station) Combo: 1.2D+1.6W+1.OL+0.Design Type: Column Shape: W18X106 Frame Type: Special Moment Frame Class: Compact Princpl Rot: 0.000 degrees Analysis: Direct Analysis 2nd Order: General 2nd Order AlphaPr/Pe=0.067 Taub=1.000 PhiC=0.900 PhiS-RI=1.000 133=1910.000 I22=220.000 fy=50.000 Fu=65.000 PhiTY=0.900 PhiST=0.900 r33=7.837 r22=2.660 Ry=1.100 Reduction: No Modification EA factor=1.000 EI factor=1.000 PhiTF=0.750 S33=204.278 S22=39.286 z33=230.000 z22=60.500 STRESS CHECK FORCES 6 MOMENTS (Combo 1.2D+1.6W+1.0L+0.5S) Location Pu Mu33 Mu22 360.000 -75.417 -2644.890 155.444 PMM DEMAND/CAPACITY RATIO (H1 -1b) D/C Ratio: 0.653 = 0.048 + 0.548 + 0.057 = (1/2)(Pr/Pc) + (Mr33/Mc33) AXIAL FORCE & BIAXIAL Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear MOMENT DESIGN L 1.000 0.190 Lltb 0.690 Pu Force -75.417 Mu Moment -2644.890 155.444 Vu Force 1.971 0.404 (H1 -lb) K1 K2 1.000 1.000 1.000 1.000 Kltb Cb 1.000 1.000 phi*Pnc Capacity 786.699 phi*Mn Capacity 4822.452 2722.500 phi*Vn Capacity 330.990 568.512 Av3=17.547 Av2=11.033 Cw=17347.969 Vu2 Vu3 Tu 1.971 -0.404 0.000 + (Mr22/Mc22) phi*Pnt Capacity 1399.500 phi*Mn No LTB 10350.000 Stress Ratio 0.006 0.001 B1 1.000 1.000 Status Check OK OK B2 1.000 1.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP\Typical ExteriatdDpll6pe010 10:44 • Project: MOF Shuttle Gallery Reference: Typical Exterior Column Date: 8/9/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L+0.5S Mu,x 2644.9 kip -in Mu,y 156 kip -in Pu' -75.5 kips Lb 696.0 inches 'negative for compression, + for tension Beam/Column Size W18X106 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in - 4.c 0.9 in^4 44 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 0.19 in^4 k-flex,strong 0.69 in k-flex,weak 1 in Calculated Parameters Member Properties A 31.1 in^2 bf 11.2 in tf 0.94 in d 18.7 in tw 0.59 in - 1 7.48 in^4 Sx 204 in^3 Sy 39.4 in^3 ly 220 in^4 ry 2.66 in rx 7.84 in its 3.10 in Ix 1910 in^4 Cw 17400 in^6 Zx 230 iri^3. Zy 60.5 in^3 bf/2tf 5.96 h/tw 27.2 Flexural Properties Flange Compact Web Compact Lp 113 in Lr 322 in Mp,x 11500 kip -in Fcr 26.3 ksi Mr,x 5360 kip -in Mn,x 5360 kip -in Mn,y 3025 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 89 kly/ry 50 Fe 36.3 ksi Fcr 28.1 ksi Pn . '873.9 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4 Mn,x 4824 kip -in 4Mn,y 2723 kip -in en- 787 kips en+ 1400 kips Interaction 0.654 Mu,x/4Mn,x 0.55 Mu,y/Mn,y 0.06 Pu/4,Pn 0.096 Beam/Column Design, 1 3 Design Sheet MAGNUSSON KLEMENCIC __-1 ASSOCIATES ■ Structural + Civil Engineers PROJECT MOF SN0TTLE. GALLERY SHEET LOCATION CLIENT DATE 7/15110 BY 8HK 214 EXTE&►ork COWPAli 8¢Ac,rla I AtSC360-OS ApITAvix 6 ryoD9L 8tzee+NG s -NR. o.orpu = O.o►x Sok = 043 k 139 4C Lb 1` 075 l \$x= k1_7.32 -PS w J je CHECK cRrnCA.- Ptsielt4G L -114 E. -FOR 5 i$10 -r, ovs tgVCKLIHO OF E$e14 cownu 4 • • o 1-° g SAP2000 v14.2.0 - File:Typical Exterior Column - Joint Loads (BRACING STRENGTH) - Kip, in, F Units 215 0 0 N 216 m 0 0 0 rI SAP2000 v14.2.0 - File:Typical Exterior Column - Steel P -M Interaction Ratios (AISC360-05/IBC2006) - Kip, in, F Units 217 7/15/10 11:23:23 N LL a (1) w Z L1, LL H Z_ 0 m a) U) a) E Ta4 a a) 0 E 0 0 a) w U Q a) LL O N O • O O N a SAP2000 8/9/10 23:24:08 SAP2000 v14.2.0 - File:10_08 07_East Braced Frame - Frame Span Loads (DEAD) (As Defined) - Kip, in, F Unitsl9 ) SAP2000 8/9/10 23:24:14 220 SAP2000 v14.2.0 - File:10_08_07_East Braced Frame - Frame Span Loads (SNOW) (As Defined) - Kip, in, F Units SAP2000 8/9/10 23:24:19 4- iyisE1) 014 AETF= Lu s r = efts- tom► L --b1)Wgfb1 ig P &AGE) SAP2000 v14.2.0 - File:10_08_07_East Braced Frame - Frame Span Loads (WIND .EAST_EL) (As Defined) 22ip, in, MOF Shuttle Gallery -Permanent Condition WALL AND PARAPET C&C PRESSURES Wall Cladding Pressures CLADDING Ae (ft^2) 638 (- ) = outward suction (psf) (+ ) = inward pressure (psf) Wall Pressures from: Fig 6-17 Level Mean Roof Roof Ground Negative Edge Field -19 -14 -19 -14 -19 -14 Positive All 13 12 ' 11 222 Mon August 9, 2010 11:19PM MAGNUSSON KLEMENCIC ASSOCIATES ANALYSIS COMPLETE Field Pressure Negative Pressures NOTES 1. Positive values act inward to building 2. Negative values act outward away from the building 3. Blank values do not apply to the load case / wind direction selected 4. " -- " indicates pressure does not apply to direction considered. 5. Wind design pressures are unfactored. 6. Per ASCE7-02 6.1.4.2, the minimum C&C design pressure is +/- 10 psf 7. MWFRS pressures may be used for Ae greater than 700 ft"2. Parapet / Screenwall C&C Pressures PARAPET Ae (ft^2) 10 Case A • Case B Roof Zone 2: 35 -32 psf Roof Zone 3: 59 -36 psf See the C&C Roof Pressure tab for Roof Zones. PARAPET NOTES 1. Cumulative pressures are reported on the front surface of the parapet. 2. Positive and negative pressures act in the directions indicated below. 3. Internal pressure is ignored. i.e. parapet has no internal volume. 4. Wind design pressures are unfactored. • EZZ ao 0 0 in 0 0 0 0 io 0 0 0 • SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL Units : Kip, in, Frame : 7 Length: 509.922 Loc : 254.961 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=10.600 J=247.000 E=29000.000 RLLF=1.000 HSS Welding: ERW F SECTION CHECK (Summary for Combo and Station) X Mid: 607.000 Y Mid: 18.000 Z Mid: 240.000 Combo: 1.20+1.6W+0.5S Shape: HSS10X.375 Class: Compact Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiS-RI=1.000 133=123.000 122=123.000 fy=42.000 Fu=58.000 PhiTY=0.900 PhiST=0.900 r33=3.406 r22=3.406 Ry=1.310 Reduce HSS Thickness? No STRESS CHECK FORCES & MOMENTS (Combo 1.2D+1.6W+0.5S) Location Pu Mu33 Mu22 254.961 -14.537 394.657 -498.108 Design Type: Brace Frame Type: Ordinary Concentrica Princpl Rot: 0.000 degrees PhiTF=0.750 S33=24.600 S22=24.600 z33=32.500 z22=32.500 Vu2 -0.454 PMM DEMAND/CAPACITY RATIO (H1 -1b) D/C Ratio: 0.543 = 0.026 + 0.321 + 0.405 = (1/2)(Pr/Pc) + (Mr33/Mc33) + (Mr22/Mc22) AXIAL FORCE & BIAXIAL Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment Torsion SHEAR CHECK Major Shear Minor Shear MOMENT L 0.500 0.500 DESIGN (H1 -1b) K1 K2 1.000 1.000 1.000 1.000 Lltb Kltb Cb 0.500 1.000 1.046 Pu phi*Pnc phi*Pnt Force Capacity Capacity -14.537. 284.034 400.680 Mu phi*Mn phi*Mn Moment Capacity No LTB 394.657 1228.500 1228.500 -498.108 1228.500 Tu Tn phi*Tn Moment Capacity Capacity 0.000 1375.160 1237.644 Vu phi*Vn Stress Force Capacity Ratio 0.454 120.204 0.004 1.132 120.204 0.009 B1 1.000 1.000 Status Check OK OK Av3=9.540 Avg=9.540 Vu3 1.132 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 • • 224 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP_backup 10 ,®,70613Q21m901 t Braced Fr 1 (4 14 311102 cD C> cc C.D — CJ, gLnxgZ9.8SSH 0 or. s'e Z L9x9IM 0 ce z LU z s62 ce w L991.1% 1) (SI £ZLXt7tM "010h t2 • } W16x40 GIRT W16x40 GIRT W16x40 GIRT W16x40 GIRT W16x40 GIRT w14 0 BF 24167‘ 226 SAP2000 8/9/10 23:50:10 e, SAP2000 v14.2.0 - File:West Elevation W18X130 - Joint Loads (DEAD) (As Defined) - Kip, in, F Units 227 SAP2000 8/9/10 23:50:16 228 SAP2000 v14.2.0 - File:West Elevation W18X130 - Joint Loads (SNOW) (As Defined) - Kip, in, F Units • SAP2000 8/9/10 23:50:38 12-76 FT Io PST m, = 340 Ff2� tom SAP2000 v14.2.0 - File:West Elevation W18X130 - Joint Loads (WIND) (As Defined) - Kip, in, F Units 229 SAP2000 8/9/10 23:50:52 • • 230 SAP2000 v14.2.0 - File:West Elevation W18X130 - Axial Force Diagram (PDELTA_1.2D+1.6W+1.0L+0.5S) - Kip, in SAP2000 8/9/10 23:51:00 SAP2000 v14.2.0 - File:West Elevation W18X130 - Moment 3-3 Diagram(PDELTA_1.2D+1.6W+1.0L+0.5S)31ip, ii SAP2000 8/9/10 23:51:11 lR\ 232 SAP2000 v14.2.0 - File:West Elevation W18X130 - Deformed Shape (PDELTA_D+0.75S+0.75W) - Kip, in, F Units ••l Project: MOF Shuttle Gallery Reference: West Elevation W18X130 Column Date: 8/9/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L+0.5S Mu,x 5359.0 kip -in Mu,y 0.0 kip -in Pu• -62.7 kips Lb 871.0 inches •negative for compression, + for tension Beam/Column Size W18X130 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in ¢b 0.9 in 41c 0.9 in^4 4:t 0.9 in^3 k-comp,strong 1.00 in^3 k-comp,weak 0.55 in^4 k-flex,strong 0.55 in k-flex,weak 1 in Calculated Parameters Member Properties A 38.2 in^2 bf 11.2 in tf 1.2 in d 19.3 in tw 0.67 in 1 14.5 in^4 Sx 256 in^3 Sy 49.9 in^3 ly 278 in^4 ry 2.7 in rx 8-03 in its 3.13 in Ix 2460 in^4 Cw 22700 in^6 Zx 290 in^3 Zy 76.7 in^3 bf/2tf 4.65 h/tw 23.9 Flexural Properties Flange Compact web Compact Lp 114 in Lr 400 in Mp,x 14500 kip -in Fcr 31.6 ksi Mr,x 8096 kip -in Mn,x 8096 kip -in Mn,y 3835 kip -in Axial Properties Flange Non -Slender Web Non -Slender Q5 1 Qa 1 Q 1 klx/rx 108 kly/ry 177 Fe 9.1 ksi Fcr 8.0 ksi Pn 304.6 kips Summary of Results Flexure(major axis) OK flexure (minor axis) OK Tension/Compression OK Combined Forces OK �Mn,x 7287 kip -in 4Mn,y 3452 kip -in ¢Pn- 274 kips 4:.Pn+ 1719 kips Interaction 0.882 Mu,x/4Mn,x 0.74 Mu,y/Mn,y 0.00 Pu/4Pn 0.229 Beam/Column Desiga, 33 SAP2000 f 8/10/10 0:03:41 234 SAP2000 v14.2.0 - File:West Elevation W14X132 - Joint Loads (DEAD) (As Defined) - Kip, in, F Units • SAP2000 8/10/10 0:03:46 N co ,. SAP2000 v14.2.0 - File:West Elevation W14X132 - Joint Loads (SNOW) (As Defined) - Kip, in, F Units 235 SAP2000 8/10/10 0:07:35 r 236 SAP2000 v14.2.0 - File:West Elevation W14X132 - Joint Loads (WIND) - Kip, in, F Units SAP2000 8/10/10 0:04:03 SAP2000 v14.2.0 - File:West Elevation W14X132 - Axial Force Diagram (PDELTA_1.2D+1.6W+1.0L+0.5S) - Kip, in 37 SAP2000 8/10/10 0:04:16 Sita @, ctee clev • • • 238 SAP2000 v14.2.0 - File:West Elevation W14X132 - Moment 3-3 Diagram (PDELTA_1.2D+1.6W+1.0L+0.5S) - Kip, it • .) SAP2000 8/10/10 0:04:28 t"""n-- c 401-04 fit,=sbo.3 k -Irk SAP2000 v14.2.0 - File:West Elevation W14X132 - Moment 2-2 Diagram(PDELTA_1.2D+1.6W+1.0L+0.5S3�(ip, ii SAP2000 8/10/10 0:04:40 026" L/,nfo 2 4 0 SAP2000 v14.2.0 - File:West Elevation W14X132 - Deformed Shape (PDELTA_D+0.75S+0.75W) - Kip, in, F Units •� 41) Project: MOF Shuttle Gallery Reference: West Elevation W14X132 Column Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+1 6W+1 OL+O 5S Mu,x 479.0 kip -in Mu,y 380.3 kip -in Pu` -25.7 kips Lb 871.0 inches 'negative for compression, + for tension Beam/Column Size W14X132 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in ¢b 0.9 in ¢c 0.9 in^4 ¢t 0.9 in^3 k-comp,strong 0.55 in^3 k-comp,weak 0.55 in^4 k-flex,strong 0.55 in k-flex,weak 1 in Calculated Parameters Member Properties A 38.8 in^2 bf 14.7 in tf 1.03 in d 14.7 in tw 0.645 in 1 12.3 in^4 Sx 209 in^3 Sy 74.5 in^3 ly 548 in^4 Ill 3.76 in rx 6.28 in its 4.23 in Ix 1530 in^4 Cw 25500 in^6 Zx 234 in^3 Zy 113 in^3 bf/20 7.15 h/tw 17.7 Flexural Properties Flange Compact Web Compact Lp 159 in Lr 634 in Mp,x 11700 kip -in Fcr 51.3 ksi Mr,x . 10717 kip -in Mn,x 8738 kip -in Mn,y 5650 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 76 kly/ry 127 Fe 17.6 ksi Fcr 15.5 ksi Pn 600.0 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4rMn,x 7864 kip -in 4rMn,y 5085 kip -in 4Pn- 540 kips 4Pn+ 1746 kips Interaction 0.159 Mu,x/4,Mn,x 0.06 Mu,y/Mn,y 0.07 Pu/¢Pn 0.048 Beam/Column Design 4 242 r • MAGNUSSON KLEMENCIC AT_12 ___ ASSOCIES ■ 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.6 TASK 6: DESIGN THE WIND GIRTS The wind girts are designed for the effects of component and cladding wind Toads. Since the wind girts are assumed to brace the building columns in their weak -axis, they are checked for the effects of the required bracing force determined in accordance with AISC360-05 Appendix 6. The following pages contain: • Design of a typical wind girt • Analysis and design of the trussed wind girt between Grids 2 and 3 • Design of West elevation frame members for wind loading • Exterior elevations showing wind girt sizes Structural Calculations Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 243 I 244 MOfF;SIh4W:9,a110+0.fm iitZo itiori WALL AND PARAPET C&C PRESSURES Wall Cladding Pressures CLADDING Ae (ft^2) 312 (- ) = outward suction (psi) (+ ) = inward pressure (psf) Wall Pressures from: Fig 6-17 Level Mean Roof Root Ground Negative Edge Field -21 -15 -21 -15 -21 -15 Positive All 13 13 11 Tue August 10, 2010 4:54PM 1 MAGNUSSON KLEMENCIC ASSOCIATES ANALYSIS COMPLETE NOTES 1. Positive values act inward to building 2. Negative values act outward away from the building 3. Blank values do not apply to the load case / wind direction selected 4. ' — - indicates pressure does not apply to direction considered. 5. Wind design pressures are unfactored. 6. Per ASCE7-02 6.1.4.2, the minimum C&C design pressure is +/- 10 psf 7. MWFRS pressures may be used for Ae greater than 700 ft^2. Parapet I.Screenwall CIC Pressures PARAPET Ae (ft^2) 10 Case A Case B Roof Zone 2: 35 -32 psf Roof Zone 3: 59 -36 psf See the C&C Roof Pressure tab for Roof Zones. PARAPET NOTES 1. Cumulative pressures are reported on the front surface of the parapet 2. Positive and negative pressures act in the directions indicated below. 3. Internal pressure is ignored. i.e. parapet has no internal volume. 4. Wind design pressures are urrfactored. • 1 Design Sheet MAGNUSSON KLEMENCIC I ASSOCIATES ■ Structural + Civil Engineers PROJECT OF SHUTTLE.. GaLLr--1ey SHEET LOCATION CLIENT WIND GIRT bEStGr, L. S PAG N G = t0° -O" b1.= 15" TSF FLff, 312 Fre -' 7›w."D= 11 'PSP 21 YFr SELL= + 1ot< IS PSF = o•19 k/, t ASfurne I10 (kr DATE b/18`10 BY BILK S-Xo.7w.....,IC L( T^ 4r x = L/v = '-SS" _ —b LPa,t1 = 70 IP(y 39'j �L x w,,. ` L� air ` `/zyo = !.SS ' - 140 SAO (Lop o mos4 EI -- JD Tyr€ t 90 INN >% GIRT SPR*l; 31'-SOAPoerr UL /SNA WLN1) Mo,y = $ - 2b.3 k -Fr I.6wwL2 = $ -37-0 k -Fr ASS SxSxs7b (_= as -4 IH") �Me=ctFra = o.rxY6 Krlx 2s.(.-sH3= ob./4-Fr 'X * °'Y = 0.7e < 1.0 / 4'b{A 4'$t. 245 d`Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY Oijg- $RG ROI OPTION Ntoy- 7.7k -Fr ivi►,x 1,37.0 It -Fr —� HL/2 (ix = 7l•$ w",) CI)ln,y = CP Fy y = qq.3 K -Fr a>/‘x F7�x - ,81.o k -Fr MAw t M� - o.62< 1-0 / 4440k 4'$(.. -� wt2x3S CDC --R' o. i) --� wl'(x 3q (T . o_91) (O (Deg= awn .-NptJ1b' o (ACR=O.St)' TWO SAG Rol) oPTIor•( Mu,y = z.$ 1, -Fr Mv,, 37.0 .-Fr 8xilx'/2 (DefZ: 0•53 w1235 (= 0-73) CDC2= 0. So) WI lyx 110 (De -12-',- 0.76) 246 We. • • •� Project: MOF Shuttle Gallery Reference: Typical Wind Girt Date: 7/26/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L Mu,x 444 kip -in Mu,y 70.0 kip -in Pu' 0 kips Lb 374.0 inches 'negative for compression, + for tension Beam/Column Size 1 W16X40 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in 4c 0.9 in^4 ¢t 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 1 in k-flex,weak 1 in Calculated Parameters Member Properties A 11.8 in^2 bf 7 in tf 0.505 in d 16 in tw 0.305 in J 0.794 in^4 Sx 64.7 in^3 Sy 8.25 in^3 ly 28.9 in^4 FY 1.57 in rx 6.63 in rts 1.86 in Ix 518 in^4 Cw 1730 in^6 Zx 73 in^3 Zy 12.7 in^3 bf/2tf 6.93 h/tw 46.5 Flexural Properties Flange Compact Web Compact LP 67 in Lr 120 in Mp,x 3650 kip -in Fcr 13.2 ksi Mr,x 856 kip -in Mn,x 856 kip -in Mn,y 635 kip -in Axial Properties Flange Non -S ender Web Slender Qs 1 Qa 1 Q 1 klx/rx 56 kly/ry 238 Fe 5.0 ksi Fcr 4.4 ksi Pn 52.2 kips Summary of Results Ftexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK �Mn,x 770 kip -in �Mn,y 572 kip -in en- 47 kips 4Pn+ 531 kips Interaction 10.6991 Mu,x/4Mn,x 0.58 Mu,y/Mn,y 0.12 Pu/¢Pn 0.000 Beam/Column Designs, 4 7 Design Sheet PROJECT mOF SikurrLE. Gc)1LF-F-Y SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT GLAVS ALL Woo GIrzr5 AEFF = 23if - ? 22 )SF (wt.) tS'PSF (FIr'-1) 0•22 Tyrr IB) 0.1s-if/Fr (H) DATE 7/6/10 BY 94k r►p coat, 7- tSWrit 1b` = 0.21 Vy j t Aux. I.zt !IL= 7.$ 1 k -Fr C,14-1•6 01.4= 11.`b le -Fr sur-- ilriReita. 31)P-EBDalEE.i -k' 01Oxgc OK bk.' 0.32" L/920) .4,„j - II.0' (`azo) • • Project: MOF Shuttle Gallery Reference: North/South Glass Wall Wind Girt Date: 7/9/2010 Engineer: BHK Design Forces LC 1.2D+1.6W Mu,x 310.8 kip -in Mu,y 285.6 kip -in Pu• 0 kips Lb 293.0 inches •negative for compression, + for tension Beam/Column Size l W10X45 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in 4c 0.9 in^4 4,t 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 1 in k-flex,weak 1 in Calculated Parameters Member Properties A 13.3 in^2 bf 8.02 in tf 0.62 in d 10.1 in tw 0.35 in 1 1.51 in^4 Sx 49.1 in^3 Sy 13.3 in^3 ly 53.4 in^4 ry 2.01 in rx 4.32 in rts 2.27 in Ix 248 in^4 Cw 1200 in^6 Zx 54.9 in^3 Zy 20.3 in^3 bf/2tf 6.47 h/tw 22.5 Flexural Properties Flange Compact Web Compact Lp 85 in Lr 296 in Mp,x 2745 kip -in Fcr 39.2 ksi Mr,x 1927 kip -in Mn,x 1731 kip -in Mn,y 1015 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 68 kly/ry 146 Fe 13.5 ksi Fcr 11.8 ksi Pn 157.1 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4,Mn,x 4Mn,y 4Pn- ¢Pn+ Interaction Mu,x/4Mn,x Mu,y/Mn,y Pu/4Pn 1558 kip -in 914 kip -in 141 kips 599 kips 0.512 0.20 0.31 0.000 Beam/Column Design, 4 9 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT MOF S�(t7TT �-E. GF}Utty SHEET LOCATION (TIENT DATE 6/0/10 BY KIK 250 -pLEN ung tom ow 1= V-22' AQ = 37.0 k-Ff -Z , = 70 T►4" 'pv,c,4oa o dV 38.9 k -Pr 29.3 k 1.33' -nay C$x t3 7 s A= �(. a( �►{ z = 36.1144 ' GL t1►9{ VS( F7z36w1 t- 31•/61' Lr = 1.4t61' 1251 17.2!) r7 r7 Tb2510tiFt-t, Boca UN/J, fiGTI £ sz w1" rr=0.613` x,= 0•6oK" Com,= 19•Zt114. y. J - 0.1So6 we r0 = 3.26" 13uc1wt4G Srezi{or 4= o. $7q{ • �Z� = 1c3.2-rsl 1Fra=(o.bsg��F`)F7- 15•7 141 --�?P,-etTepi- 56.e.k e0-411 _ 27 -• re7, = - 370.g ►cr'I r7 (ir) 11 Fez= nZ a GJ! 04,01/ a5�, Hq.231cs1 (\FerF)e2 _ 1-11(2f/A. \1 1 Fer+ Fc LI $.3 Ks( 1_=� = 7 L/.UL f 1C rt - cu ipel Fe,, t:..er._ pocu.,IrTG "DoE_S j{OT C►Cteol. • TSZ o x >-.__d 52 • 1"4 goo ceiY $ L=t 42' K.I.0 r-_ ty� , 0.2S" "jr: 87. ti <147i -Fr Fe= = 371 tat Far. 0.65b /F`)Fr=Z.1AWI th'n ci7FectAt= IWA k> 254 cr) '-1 ?3- d I e" — 1 LJI — j Q Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT M F S1(UT1 L _ Gr4LER1 SHEET LOCATION CLIENT DATE 5/310 BY MIC WE -sr ELF-/HTlor4 t2Ae-fl FRAME 'BEAWI CCK WE1 AEFF - 391 Iii t_-10-PL'wD = 2.0 1'SF (EWE) ` Psr-() i)orzu S ca. lc -3.& k "Pw 1.1•4 l� so par -o,.3., 033 v'*r PSK, 4 PSStmI b HANGING CL -R11' 4G o w : 71.6x. (5—PPF =1.09 Vcr Aux = I tit .1 11 -FT LZb4-1•04t1.OL+O. CS )T11' Wi3Z AePF- ' 9 Z$ fr.' T 700 Fj z -� 11,,1,4D l O IFF 'PURE I ►.tS't - SEE, 1;600E ,g,Ptscorfall Fftp 4ctMG a.44H1K6: c ► 01 MU,k = dot k-rr m�,y� 3•y V-41- Io.S' 10 PS'FK16.3' =0.1.63 k/Fr 255 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY 256 063 ^EFF = 631 E91. --D lwn.e = PSF (E=—J tut (REA-D) d11,,,x-s5 k -Fr Nlyy = 14%4 It -Fr WBL REEF 70O —c5-1'4.-hMn PcF 2Zo !t -F( Nl�,y.c S.4 t -Fr ^EFF = o r- 11-1 iSF (FIF—t-b) 112o1.1 --1.2P ',oDq.. A.-, 4v.9 re --Er V&.i,r z-Ff >�= 2$tx7.0PrF= O•56 k/T ri PsF,Z6-3k 0.5-kWr 1`l PSF Kle.31. 0,374r I : c im+a614 fity. 244 l� 10 PECNE2b3 Wes R° Mxtt,31.0:z3�1 .21 Itii Is :,- 1y PSFxTot= 0.2a"yy Is" • 257 0--• 0- o-- t 8LIA CS et 0 0 0 258 h 1 9 • • • Design Sheet 411) PROJECT MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION WENT DATE BY �lotrrHl Som EL ATIO14 C.C1) FF -Foe. ganketirzi< ASM y�q 19e W.6' = a2` 49 Pi1`x 1631=0-31 `YFr 0.2ilf rJ —J =1y rsr (nw') Tq S. GTtaorrf Wv-Dr : SEE- "TYPICAL tzeoF CIAF-1 $E4144U51&14 (`Fr m„,- 30. $ IL -Fr l z�� 61J+�•vt t a.ss,-tYp wag 4 - `7& j Pr- > 700 Fr- I' F 10 k f ►tl�,r t L1 7 -s 9 9 t'spei14'..o,zI W, r 1 arcs .b3` 0•Vo114T J 259 .11 r >- 260 260 imn• 41114, • IM IIMMII. ,L1 4- -.- -.- Results foBlia1, 1.2D+1 6W+1.0L+0.55 Y CO CO CO M • O 7 —,- MONO - Y- c0 1 -.- trs U) O J O + 5 CO + N J 0 r U U� m 0 O co N y o 2e1 Y 1 • 4 264 Project: MOF Shuttle Gallery Reference: WB1 Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L+0.5S Mu,x 1693.2 kip -in Mu,y 69.6 kip -in Pu' 0 kips Lb 288.0 inches 'negative for compression, + for tension Beam/Column Size W14X68 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 5750 4b 0.9 130.4 4)c 0.9 13431 ¢t 0.9 5311 k-comp,strong 1 1845 k-comp,weak 1 k-flex,strong 0.5 k-flex,weak 1 Calculated Parameters Member Properties A. 20 inA2 bf: 0 m tf Q. in d tw 0.415. in 3.01 inA4 Sx 103"inA3 Sy 24.2t'mA3 123dn^4 146rin 'TX 6.01 in 2.80 ,in 4 Cw 5380 inA6 i$ in^3 Zy, 36.9 inA3 bf/2tf q 275 Flexural Properties Flange Compact Web Compact 13 104 in 1.r 300un Mp,x 5750 kip -in Fcr 130.4 ksi Mr,x 13431 kip -in Mn,x 5311 kip -in Mn,y _ 1845 kip -in Axial Properties flange Non -Slender Web :Non -Slender QS 1 1 kis/or klyfry 117 2o.4: fcr. ksi ups Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4>Mn,x 4783 kip -in +Mn,y 1661 kip -in 4 Pn- 330 kips dtPn+ 900 kips Interaction 0.396 Mu,x/d.Mn,x 0.35 Mu,y/Mn,y 0.04 Pu/4 Pn 0.000 Beam/Column Design Project: MOF Shuttle Gallery Reference: WB2 Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L+0.5S Mu,x 9624 kip -in Mu,y 40.8 kip -in Pu' 0 kips Lb 684.0 inches *negative for compression, + for tension Beam/Column Size W27X114 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 rbb 0.9 (tic 0.9 cjt 0.9 k-comp,strong 1 k-comp,weak 1 k-flex,strong 0.211 k-flex,weak 1 Calculated Parameters Member Properties A inA2 bf 30,1 in tf d tw inM Sx Sy W 4'. ry rx its Zx :. zy n 3 bf/2tf 5.41 h/tw Flexural Properties flange Web LP 2 i Lr Mp,x 17150 kip -in Fcr 1Q6.64ksi Mr,x 31867 kip -in Mnx fp-in Mn,y 2465 pin Axial Properties e Non -Slender Web Qs Qa 1 Q kbc/nc 62 *AY 314 fi Pn Summary of Results Flexure( major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,x 12061 kip -in �Mn,y 2219 kip -in 4Pn- 77 kips On+ 1508 kips Interaction 0.816 Mu,x/4Mn,x 0.80 Mu,y/Mn,y 0.02 Pu/4Pn 0.000 266 Project: MOF Shuttle Gallery Reference: WB3 Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L+0.5S Mu,x 70.8 kip -in Mu,y 583.2 kip -in Pu' 0 kips Lb 288.0 inches 'negative for compression, + for tension Beam/Column Size W14X68 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 5750 4b 0.9 45.4 (tic 0.9 4673 ¢t 0.9 3737 k-comp,strong 1 1845 k-comp,weak 1 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A bf In tf d rn tw 0.4$ II irr4 Sx' 103 n"3 inA3 ry 346 in rx 01 its 2.80 ia. 722 in*4 Cw 5380 inA6 2x US inA3 Zy 36.9 in^3 bf/2tf 6.97 hit 27.5 Flexural Prooertles flange Compact Web Compact LP 104 ,in Lr 300 in Mp,x 5750 kip -in Fcr 45.4 ksi Mr,x 4673 kip -in 1Vfn,x 3737 kip -in Mn,y 1845 kip4n Axial Properties Flange Non -Slender Web Non -Slender QS 1 Qa 1 Q klx/rx 48 kly/ry 117 Fe ksi Fcr 1b3 Pn 385:3 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,x 3363 kip -in d4Mn,y 1661 kip -in en- 330 kips ten+ 900 kips Interaction 0.372 Mu,x/4Mn,x 0.02 Mu,y/Mn,y 0.35 Pu/4Pn 0.000 Beam/Column Design Project: MOF Shuttle Gallery Reference: WB4 Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L+0.5S Mu,x 2640 kip -in Mu,y 64.8 kip -in PO 0 kips Lb 684.0 inches •negative for comp ession, + for tension Beam/Column Size W14X90 Input. Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 7850 (kb 0.9 65.5 cjic 0.9 9371 (Pt 0.9 6130 k-comp,strong 1 3780 k-comp,weak 1 k-flex,strong 0.47 k-flex,weak 1 Calculated Parameters Member Properties 26.5 in"2 bf 145 in '. tf 0.71 d 14 in 0:44 in 4.D6 in^4 Sx 103 Sy 49.5 ^3 IY 3 in"4 ry 7 in, rx 6.14 its 4.10 Ix in^4 CW in"6 Zx 157 Zy .. 75.6 in"3 bf/2tf 102 tw 25.9 Flexural Properties Flange Non -Compact Web Compact tp 157 in Is 433 in Mp,x 7850 kip -in Fcr 65.5 ksi Mr,x 9371 kip -in Mn,x 6130 kip -in Mn,y 3780 kip -in Axial Properties .flange Non -Slender Web tion-S)endc Qs 1 Qa 1 Q 1 klx/rx 111 kly/ry 185 fcr Pn 194.6 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4•Mn,x 5517 kip -in Mn,y 3402 kip -in 4,Pn- 175 kips On+ 1193 kips Interaction 0.498 Mu,x/4,Mn,x 0.48 Mu,y/Mn,y 0.02 Pu/4Pn 0.000 BeaMColumn Design, 6 7 268 Project: MOF Shuttle Gallery Reference: WB5 Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.01+0.55 Mu,x 490.8 kip -in Mu,y 200.4 kip -in Pu* 0 kips Lb 324.0 inches 'negative for compression, + for tension Beam/Column Size W18X50 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 5050 ¢b 0.9 17.5 (Ix 0.9 1555 ¢t 0.9 1555 k-comp,strong 1 830 k-comp,weak 1 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A 14.7tin"2 bf m-, d tw in inA4 Sx ' ly ry rx. its SOO Zx fen Zy, bf/2tf 11143 6.57 .2 Flexural Properties Flange Compact Web Compact LP 70 in it 128 in Mp,x 5050 kip -in Fcr 17.5 ksi Mr,x 1555 kip -in Mn x 1555 lapin Mn,y 830 kip -in Axial Properties Flange Non -Slender Web Slender Qs 1 Qa 1 Q 1 44 kly/ry Fe; 196 4 ksi F .5 lai F 95.7 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4iMn,x 1400 kip -in ¢Mn,y 747 kip -in 86 kips �Pn+ 662 kips Interaction 0.619 Mu,x/4Mn,x 0.35 Mu,y/Mn,y 0.27 Pu/¢Pn 0.000 Beam/Column Design Project: MOF Shuttle Gallery Reference: NSB1 Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+1.6W+1.0L+0.5S Mu,x 396 kip -in Mu,y 369.6 kip -in Pu' 0 kips Lb 382.8 inches 'negative for compression, + for tension Beam/Column Size W14X90 Input Parameters E 29000 ksi Fy SO ksi G 11200 ksi Cb 1 in 4b 0.9 in clic 0.9 in^4 4t 0.9 in"3 k-comp,strong 1 in"3 k-comp,weak 1 in^4 k-flex,strong 1 in k-flex,weak 1 in Calculated Parameters Member Properties A 265 in"2 bf 14.5 in tf 0.71 in d 14 in tw 0.44 in i 4.06 in^4 Sx 143 in"3 Sy 49.9 in"3 ly 362 in^4 ry 3.7 in rx 6.14 in its 4.10 in Ix 999 in"4 Cw . 16000 in"6 Zx _ 157 in^3 Zy 75.6 in"3 bf/2tf 10.2 ll/tw 25.9 Flexural Properties Flange Non -Compact Web Compact LP 157 in Is 433 in Mp,x 7850 kip -in Fcr 65.5 ksi Mr,x 9371 kip -in Mn,x 6130 kip -in Mn,y 3780 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 62 kly/ry 103 Fe • 26.7 ksi Fcr 229 ksi Pn 605.8 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK �Mn,x 5517 kip -in $Mn,y 3402 kip -in cl)Pn- 545 kips 4,Pn+ 1193 kips Interaction 0.180 Mu x/�Mn x 0.07 Mu,y/Mn,y 0.11 Pu/liPn 0.000 Project: MOF Shuttle Gallery Reference: NSB2 Date: 8/10/2010 Engineer: BHK Design Forces LC 1.20+1.6W+1.0L+0.5S Mu,x 120 kip -in Mu,y 570 kip -in Pu' 0 kips Lb 374.0 inches 'negative for compression, + for tension Beam/Column Size W14X68 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in ¢b 0.9 in d'c 0.9 in^4 ¢t 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in"4 k-flex,strong 1 k-flex,weak 1 in Calculated Parameters Member Pro ales A - 20 in^2 bf 10 in. tf 0.72 in d ,14 in tw 0.415 in .1 3.01 in^4 Sx• 103 in^3 Sy 24.2 in^3 ly .121 in"4 ry 2.46n rx 6.01 in rts 2.80 in Ix '.',722 in^4 Cw 5380 inA6 Zx • 115In^3 Zy 36:9 in^3 bf/2tf 6.97 h/tw 27.5 Flexural Properties Flange Compact Web Comyact Lp 104 in Lr 300 in Mp,x 5750 kip -in Fcr 38.8 ksi Mr,x 3996 kip -in Mn,x 3996 kip -in Mn,y 1845 kip -in Axial Properties Flange Non -Slender Web ' Non -Slender Qs 1 Qa 1 Q 1 klx/rx 62 kly/ry 152 Fe . .,12-4 ksl Fcr 10.9 ksi Pn, . .217.2 kips . 270 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,x 3597 kip -in 4,Mn,y 1661 kip -in en- 195 kips d)Pn+ 900 kips Interaction 0.377 Mu,x/4Mn,x 0.03 Mu,y/Mn,y 0.34 Pu/4Pn 0.000 ' Beam/Column Design • io) • • 0- 0• - 0- t et 3 iI 0 ec ID ID 3 011 h 1 911 1 1 1 1 1 1 1 1 1 .0 -Ai frAt .0-.0 -71 3I 11 `11 , 1 Ins no 6 ti 271 272 MOF S302.dgn 8/10/2010 4:58:20 PM • • UJ - I LJ - J 1.41 0 •••• Z£1.41Al A PERMANENT CONFIGURATION 3 MAGNUSSON KLEMENCIC 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.7 TASK 7: DESIGN THE LOBBY LATERAL LOAD -RESISTING SYSTEM ASSOCIATES ■ The lobby lateral load -resisting system is designed to remain elastic during a design earthquake. Because the lobby roof is located at the quarter height of the main structural columns, the design of the lobby lateral load -resisting system to remain elastic prevents the yielding of these elements resulting in the transfer of forces to the main structural columns. To achieve this, all members are design for the applicable load combinations including the amplified seismic loads. All members in the lobby lateral load -resisting system designed are designed as OCBFs per the requirements of AISC341 (see 2.2.4). The following pages contain: • The design of West braced frame beam for unbalanced forces ■ The design of representative members to verify SAP2000 design results • SAP2000 steel design results ■ Braced frame elevations showing frame member sizes • The design of selected braced frame connections Structural Calculations Lateral Design rnrT^+i��^'"�'}�'�,�.�'��'�..�ti-'�:��. Museum of Flight Space Shuttle Gallery, Seattle, Washington 274